20020012 Ver 1_COMPLETE FILE_20020102

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~ f PUBLIC ST M A DRAT GE ~ ~N
~ ~ EASEMENT WIDTH V RTES) ~ o 42 18' PUB T ~ ~ ~ S ORM
~ 41 t ~ ® 39 J f, ~ t O 3a DRAINA EASEMENT ~ ~ o 0
v , O 38 37 O ~ O 43 ~ O 35 O 33 m ~ f 30 P UC SA O f EDVERD Q it ~ ~ ~ 28 27 ~ ~ ~ I
e j ~ p C SEWER EASEM T 32 ! o ' v ~ . TA. YE ~ / 0 ~ , ~ W v ~ Gp
j ~ ~ ~ STA. 00.00 BEA , r f , ; ~ TRAFFI CHOKE 31 ~ STA. 1+50 W ~ ~
{ w ED GR 5' coN ETE r U DR 6 ~ `~W,, ~ ~ ~ ~ ~ m
~ a, 44 S0 pig x sIDEw (TYP.) 29 / h O 29 € W 26 , m
{ # h STA. 1+01.19 ~ ~ - ~ _ ~y__` _ ~ \ ~ ~ W I~a..
n ^ . ' aaei ~ ~ G ~ ~ IT ~ S E DATA ~ '`~1r11#111/1+~Y[
~ PIN; 0749-04-81-8804, 0759-03-12-2233, 0759-03-12-2034, 0759-03-12-3250
' ~ ~ !~'~1, ~ 45 I ,o P ~y,'•, a ~ a TAX MAP ~ 579-01--0118, 647-01-006, 647-01-007, 647-01-OO6A ~
I k ' S .98 ORI a+p 72 1 ~ STA. 0+00.00 YMIIE OVE ROAD ' 25 r . Pa- EXISTING N : I-- ; a
a ~ t ~ 48 85 PUBLIC STORM DRAINAGE ZON G O& 2, RD ~a ~ EASEMENT WIDTH VARI WATERSHED OVERLAY DISTRICT: NONE ( ES)
I~ 1,~ ~ t~ O ss 0 / s7 , ~ '4' i 18 PU C TORM 'y i ~ U' ~ 24 I PROPOSED NUMBER OF LOTS: 114 to ~
~ ~ ~ N J`~ 47 ~ DRANNAGI= EA ME 73 1 t O O , , ~ t PROPOSED USE: SINGLE FAMILY HOMES AND ASSOCIATED % ~
~ 89 1 71 o 0 I ~ ~ I ~0 ~ 18 BUC STORM ~ 10' X 7 GHT ~ ~ INFRAS~RUSIURE; UTILITIES; LANDSCAPING 23 TRIA S (TYP.)
i G 30 . PUB C SAN (Z ~ f ~ ~ ~ ~ R MEN ~ ~ , DRAT GE EASEMENT HANDICAP MP ~ TOTAL SITE AREA: 44.85 AC. (1,953,875.75 SF)
Q ~ ~ 90 o O O 63 ~ MINI A I- ( ) ~ I MUM SETO CKS 08r. 2.
~4j C1 ~ O T 1 71 R=25' B C ~ srA. 0+00.00 s UP LANE ~ / G 22 , ~ E STREET/FRONT: 25 FEET
~ W E 3 s2 91 s O r ~ ~ . PHASE 2 ~ ~ ODE BOTH SIDES}: 6 FEET (
I ! 9~, 89 I r4 W R 20, B/C ~ 75 ~ 10 X 70 SIGHT ~ ~ ~ •83' R 25 R/W ~ ~ ' ~ ~ r C STORM DRAINAGE ~ # T (wIOTH vARIES) CORNER SIDE YARD: 15 FEET (EXTERIOR) 8 FEET (INTERIOR) ~
TRIANGLES ~ .ti 62 ti d , 68 'C~ ' REAR: 25 FEET ~ ~ ~ 21 ~ ~
n ) 92 92 x ~ x O
' Sr9 / 1 81 A f~ r 70 a 9+29.39 c 7s ~ ~ • • ~ ? / ~ I ~ ~ .I ~ IMPERVIOUS SURFACE: a a ~ a
O w 15' RIGHT OF ~ •59 67 / ~ so O DEDlcanoN p ~ / / ~ ~ ~ ~r ~ TOTAL STE AREA: 44.85 AC. z ~ c~ 93 t ~ ~ wa w
O ~ 61 / / /C ~ 88 / 20 ~ ; ? 33 WIDE STREET = 114,556 SF 2.63 AC. ~ a a xa a 0
O / / STA. 3+93.04 - - - f n C PUBLICS RAINAGE O ~ ~,5 PHASE 4 / , / _ o ~ - - - ~ 25' WIDE STREET 58,256 SF 1.34 AC. a _o_ c c C I ~ ~
1 EASEMENT TH VARIES) 3 _ ~ C 80 9 I ar: SIDEWALKS = 17,.,x57 SF 0.40 AC. ~ a o , ~ ~ I ~ •i
O ~q~ ~ 114 LOTS F~ 2950 S.F. = 7.72 AC. ~ i ~ } I ~ = 19 ar ~ ~ m r N
/ so . ( ) PHASE 3 c sTORM R=20 R O / - , y B5 ~ 30 PU C SAN DRAINAGE EASE ~,c STORM , t TOTAL= 12.09 AC.=26.95`a GE EASE I 1
' / 49 63 / SEWER MENT O O 95 3` 95 t
O T 41.78 SA A. 00 CEO~R GROVE DRI 1a . ~ ~ REQUIRED TREE SAVE AREA - 8.93 AC. (20 Q ~r
/ 50 84 59 O O Nr ~ PROVIDE TREE SAVE AREA = 9.16 AC. 20.5 ( )
s ~ ~ _ ~ G ~ 96 ~~s~~ O ~ ~ ss I ' ~ ~ ~ a
5, O 1 ~ \ , 0 ~ 17 REQUIRED OPEN SPACE 2.23 AC. (5 ~ , I z' ; ~ ~ w ~
AU ~ s O + PROPOSED OPEN SPACE 2.33 AC. (5 { ~ F' .~a
' ~U~~
~ \ / 97 { ~ f \ 53 ~ / 101 97 3 T = F 1fi ~ ~ REQUIRED GREENWAY (575 SF/LO) 69,575 S ~ ; , 0 ~
STA. 3+84.54 O - 57 \ \ 50 USE RIVER 13.97 RT. ~ L ~ PROPOSED GREEN6~AY = 70,321 SF ~ A ~ ~ ~
' ( 54 4 S AM BUFFER h - AcG ~ ~ 1 r PUBLIC STORM DRAINA E' K "a ~
~ Ay78~451.373 ~j ~ ® , y ~ + C i ~ E ~0.5~4912191 ~ ~~f ~ 15 EASEMENT (WIDTH VAR~S) ~ x
` DETENTION POND gg • , i O LJ PROPOSED 5 SIDEWAUC t . . ~ ~.V... ~ . O 99 ~
V 1 k:. ALONG LUMLEY ROAD FRONTAGE ~ ~ 18 UBUC STORM ~ 98 + ~ - ?r-t ~ ~ A ~ C~_ , 1w ~ ~ Z
~ ~ NAGS EASEMENT ? 1 a ~ I ~ 14 r ~
~ 100 YEAR FL000 PLAIN ~ ; . a f FLOODWAY ~ 30 8UC SAN 1 x ~ w ~ ~ f f f f
SEWER MENT ~ ~ t~ I r ~ ~ p
{ ~ w""P ~ IIUW ` mr1 ~ ~ ~ I ~
100 GREENWAY EASEMENT ~ ~ t ~ p ' ~ ~ TO BE DEDICATED AT TIME OF ~ ~
h ~ ~ / ~ O FINAL PLAT. HATCHED PgTTION ~ ~ R=20' B/C _ r f r ~ ~ i 20~ B/C r 1 f ~ ;
~ # ~ OF EASEMENT qV CEN1ERPgNT ~ ~ _ 110 R-25 R TTOBE ! ~ PROPERTY TO THE WES ' np, 2=25 R/W a r t ~ r r; W A ;TYP.) ~ f 1 ( J
A ~ 111 ( ) ~ DEDICATED PRIOR TO CERT~IC TE O 1. { ~ 1 , r ! t f f
~ OCCUPANCY AS DESCRIBED qV ! 112 ~ ~ ~ Q ` SITE PLANS Fq2 DEVELOPMENT , ~ I ~ ~ ~ ~ ~ 11 12 _ ~ ; 1 11 t
? ~ ~ ~ i ® l 1• f i f I 3 ~ 1 ' % ~
ft t ' v rj ' `"j4433 ~ ~
1 ~ ~ ne~~s 3~tw~Y ~e 18' PUBU STORM 'UBU STORM 1 ° ~ y! " S 49 l3 ~ ~ Il iA EASEMENT ~ F~F y ~
~ t ~ ~ ~ ORIUNA EASEMENT # ALG GRID ~S lYV7~37'~5?4 ~ i ' J qg { ~ t m • I v ~w 1 Jti s
I E z041,8QL838 ~ C, ! © i i a L ~ f E O f ~ ~ j
j~ .,,1 ? ~ ' TREE SAVE r ~ ~ ~ ~ 9 r tiW W O ! J 10 5 ~ ~m O ~ `
. 1 138,512.80 SF 30' PU 0 30 PUBLIC SAN ~ ~ ~ ~i '~~,Q~ ~
~ ~ SEWER ' ~ ~ ~ SEWER EASEMENT ~ ~ ~ QVE R=25' B/C ~ j ~ ~ G ~ ~ f ,
GENERAL NOTES: ~ i C D , p c f, 50 ~
PERENNIAL STREAMS (TYPICAL) ~ 77~ Mf ~ ~ ~ rt
1. THERE ARE NO LOTS BEING PROPOSED ON THE PORTION OF THE SITE ZONED RD. ~
50' NEUSE STREAM ~ r ~ ~ ~ 8
2. STREET TREES SHALL BE PLANTED IN ACCORDANCE WITH SECTION 10.5, STREET TREE BUFFER ON 3 , PERENNIAL STREAMS 1 R=25' B ~ 1~ 70 SIGHT E ~ la cLEs
STANDARDS, AND SHALL BE AT LEAST 2.5 CALIPER. TYPICAL ( 1 C, , J { ` ~ { if
1 ~ 1 I i+ ~ I! V
3. UTILITY AND STREET DESIGNS WILL BE IN COMPLIANCE WITH SUBDIVISION, ZONING AND OTHER ~ ' ~ ~ .'s I s. t ~ e / , ~ ~ ~ 18 PUBU STORM I I ~4 ~
APPLICABLE REQUIREMENTS. ~ DRAINAGE EN { t~ ~ 1 ' ~ ~ ~ J., }
TREE SAVE 4. SIDEWALKS WILL BE INSTALLED AS REQUIRED BY THE SUBDIVISION AND ZONING ORDINANCES. ss,527.s9 SF \ ~ l~ 1 1 ~r ~ • J rO
. ` rr ~ ' Fy ^ti / / ~
5. TOPOGRAPHIC INFORMATION TAKEN FROM SURVEY PERFORMED BY: THE JOHN R. MCADAMS COMPANY INC. ~ ~ ~ • ~ ~ 1 f' ~ j., /
' ~
6. EXISTING STRUCTURES MUST BE REMOVED PRIOR TO THE APPROVAL AND SIGN OFF OF THE ~ ` f I f
EXISTING 100 GREENWAY FINAL PLAT. EASEMENT DEDICATED ON I' 'a ~1 ) . ,4 ~ ~
12/6/00 AS PART OF ~ ~ Q
a 7. ALL STREETS SHOWN ARE TO BE DEDICATED AS PUBLIC. CENTERPOINT OFFICE WETLAND ° ~ ~ / , WETLANDS ~ , 20 PUBLIC STORM
Y DEVELOPMENT PHASE 1. r` DRAINAGE EASEMENT ~ ~ e
TI (PB 151, PAGE 15) N 8. THERE IS NO PUBLIC TRANSPORTATION TO THIS SITE. TYPICAL STREET SEC ON ° FOR CEDARGROVE DRIVE AND FIRST I
0 N ~ ~ 280 LF OF SAGEBRUSH LAN UP TO / f 1
9. ALL DRIVEWAYS WILL BE REQUIRED TO BE 20 PAST R/W EDGE OF SIDEWALK. INTERSEC110N WITH CEDARGROVE DRIVE / ~ ww • ~
m 5a' PuBUC Row N 10. THE DEVELOPER AGREES TO FABRICATE AND INSTALL ALL SIGNS AND PAVEMENT MARKINGS AS ARE a~, 1
REQUIRED ON THE STREET SIGNING AND PAVEMENT PLAN APPROVED BY THE CITY TRANSPORTATION DIVISION. ~,~A
8.5' SHOULDER 33` BACK TO BACK STREET WIDTH 8.5' SHOULDER m .5" I-2 PAVEMENT cu 30" ~ ~ 1 /2" INITAl1.Y WITH A 30" ~ ~ ~ f 1
11. CITY GREENWAY EASEMENT TO BE DEDICATED AT TIME OF FINAL PLAT. DELAYED ovERLAY) ~
~ ~ 2.OX 'ABC STONE BASE 2.4--? ~ ~
12. ALL RADII REFERENCED ARE TO THE BACK OF CURB UNLESS OTHERWISE NOTED. 0 2x SLOPE
~ COMPACTED SUBGRADE 5' WIDE SIDEWALK 13. STREET NAMES LISTED ARE SUBJECT TO CHANGE. ~p cuRe 95x PROCroR RO~p ~g ExrENO BASE UNDER WIDE SIDEWALK ~ ~ ~ r~orr xo. MIH-0101.0
3 CURB & GUTTER (TYP.) 'YP.)
cn LINE TABLE ~ M#H01010-S
0 1 I r'ICAI J I I~GG ~ C VI\ LINE BEARING DISTANCE ~ nB~cx>iD ~y. U S 774733" E 56.28' ~ JMF
° (ALL OTHER STREETS) 0 L2 S 7740'35" E 50.69' R/W DISC
I M ~,w, i s 76792&" E 49.81' N=790175.318 nx~ex eY: 'hARI
-rv rvou%l nvn H L4 S 7538'00" E 49.04' E=2049967.148
° 7.5 SHOULDER 25' BACK TO BACK STREET WIDTH 7.5' SHOULDER L5 S 73'51'44" E 50.44' ELEV.==356.8 2`' 1 1001
L6 S 72'34'05" £ 57.30' L7 S 4978'00" E 41.26' DATE
30" 5"~ ~1~-2 PAVEMENT 0 1 DELAYED OVERLAY) A L8 N 783325" W 35.87' 3/2'7/02`
g 2.0% ' ABC STONE BASE 2~ O, 7.,. / L9 S 7030'15" E 35.87' GRAPHIC SCALE
2% SLOPE 2% SLOPE CURVE TABLE 100 0 50 100 200 ~T N0• I I I I C-1
VCOMPACTED SUBGRADE D ROLLED CURB 95% PROCTOR ROLLED CURB EXTEND BASE UNDER CURVE DELTA RADIUS ARC CHORD TANGENT CHORD 8RG Cl 28'00103" 1085.92' 530.70' 525.43' 270.76' N 6173'14" W 1 inch = 100 ft.
v CURB k GUTTER (TYP.) J RLE. GE McADAMS
X FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION

s , '~-V ~ ~ I 11 ~s j ~-l ~ ' i ~
~ ~ ~ ~ ~ SEDIMENT TRAP N0. ST-1
} ~ 1 f } f J ( > d'
DEPTH TO TOP OF BERM: 5 FEET ~ DEPTH TO CREST OF SPILLWAY: 4 FEET
i SEDIMENT STORAGE DEPTH: 3.5 FEET
J &s^-~,,..M,.~~""""°-,w.~..w.~ ..,.CITING PU ~ .s"'„° ~ ~ ,~,,w w.. ~ 2~+ ~ ~ t BOTTOM LENGTH: 34 FEET ' ~ ~ , ~ BOTTOM WIDTH: 17 FEET
1 l ° .,-r" ~ } ; TOP LENGTH: 54 FEET
~ t t ~ I 1 ~ ~ . , ~-.~....w.~.~w, . / 6 ~ 1 7 f 1 f I ~ 3 ~ TOP WIDTH: 37 FEET
1 ~ i ~ 1 1 ~ - - r LENGTH OF WEIR: 10 FEET (MINIMUM) ~ rr
8 ~ f f ~ 3 ~ ~ f 3 J~ ~ 9(j j ~ F ' [ 1 l E # r ' ~ f ~ }0 ~ i ~ ~ ~~-M._,, I I t I I ~ I , ~ f ! ~ t I ter , { +
# . t I ~ ~ I ~ ~ I I 3 1 ? ~ ~ ) ~ I ~ € ~ i r' ~ SEDIMENT TRAP N0. ST-2
~ ~ ~ ~ I d. € I J E ~ ~ ~ ~ , DEPTH TO TOP OF BERM: 4.5 FEET ~ ~ o r i ~ DEPTH TO CREST OF SPILLWAY: 3.5 FEET ~~,7 O ' U ~
7 t ! ~ , ( r ~ r SEDIMENT STORAGE DEPTH: 3 FEET W i~l r ~ W ~
r^~t I t i ~ ~ t 1€ t I f 1 P 1 , I 1 r ; r BOTTOM LENGTH: 38 FEET ~ ' p~ j ~ ~ BOTTOM WIDTH: 18 FEET ~ ~
t 43 1 t ,r ~ TOP LENGTH. 54 FEET ~ ~
$ i r 1 } ~ } . ~a r ~ ~ TOP WIDTH: 36 FEET ~2
~ ~ J{ } ~ 1{ I ~ Y I I ~ 1 F ~ I I 1 L 1~ mat a ' r ~ ' LENGTH OF WEIR: 1 U3 0.' f ~ 0 FEET (MINIMUM) ~
~ tt#~ ~ r~»t I,,pp I t°'"~4~. ~ ~f ~ _?zt -t 1~ f t' r" rr 1 r' 9 1 f Ci t ~ 1 I gym. err M ~ ~~_M.,.. ~-w SEDIMENT TRAP N0. ST-3 ~ ~ ~
1 I ~ Y I 4 ! i ' \ ; ~ ~ 3 ~ 6 ~ 1
I ~ ~ ~ 4 i . ~ f ~ , I ""f` I 1 s I i ~ ~ ~ ,f dh *4 ~ DEPTH TO TOP OF BERM: 5 FEET ~ ~ i ~ ~ f r ~ H G O r i' r PTH T i { i i ~ DE 0 CREST OF SPILLWAY: 4 FEET a _ ~ C.. p.
~ ~ i.7 I ~ ~ r• I ' ~ 1 t c i jf 43 D 1 ti, p > s t I r 1 ~ I r i r ~ SEDIMENT STORAGE DEPTH: 3.5 FEET h d' >n a r t , ~
I ~ l~ 3 d e. f ~ 1 1 1 ~ 1 ; # F f f l I ~ ( ~ ST I s ~ ~ C r t If F 1# d ~ f f ~ ' y 5, t , BOTTOM LENGTH: 38 FEET U3 1 i e i r ~ BOTTOM WIDTH: 40 FEET ~'""I ~
~ 1 r ~ i I I ~ ~1', 0 ` t f 1 ,i ~ ~t r•'''~ ,f ' f / 31 ~ s 1 l O 3 ~ S t ~ ~ W GQ i ~ ~ , ; ~ TOP LENGTH. 58 FEET W ~ ~ c•7 i 5 ~ r ~ TOP WIDTH:
~,,~,i } ~ ~ t I I 1 \ i ~ ~ f r ~ I ~ ~f ~ ' f t ~ ,f ~ ~ AR RO ~ ! ` € f ~ f 60 FEET ~ is r ~ ~ : , i LENGTH OF WEIR. 10 FEET (MINIMUM) ~ W . of
i 4'4 i ` I ~ II$IdC fr ~ 29r r° l ~ 'I ~ t _ r~ i ~ p r.r 29r j r i ~ 26 ` s~ i ~ ~ W ,
i } } i < i f~ I ~ ~ LIMITS OF ~ ; ~ ~ - _ ~ € y f' a 4 f ~ r e \ ! f~ t s f q W Qa w ~ ~ ~ # ~ ~ ~ SEDIMENT TRAP N0. ST-4
.a DISTURBIWCE ~ ~ ~ ~ r " <Z Y ~ , , At,~s 4 1 5 } I .'~c. , ~ ,f 30 i ! I t r 30 r ~ ~ ~ DEPTH TO TOP OF BERM: 5 FEET
t I ~ t; ~ \ f t B w t ~ ( ~ UB DRAT E ~ ;i } ~ ~ r a ~ r `r ` ~ DEPTH TO ~,,~r+~ ~Ir~l~I . ~ ~ r , CREST OF SPILLWAY: 4 FEET 'n
~ y~ ~ t t f~ D NAGE x I ~ r , , ~ ~ Y i ENT WIDTH r }r., t SEDIMENT STORAGE DEPTH: 3.5 FEET -P
f , a~ € ~ r VARI S r f° ~ 3 i' +V I s J ~ ,r ~ ' .~r 2 ; ii. BOTTOM LENGTH: 40 FEET f~ { ~ u ~
F .3 .my"` } 1# J ~ 46 i /r ` ~Y4 S 86 'r r'` f' r , r ~ BOTTOM WIDTH: 42 FEET p ~ W + r f'` ~ TOP LENGTH: 60 FEET = ~ J ~J ~ ~ ri ~ Q Z
t P t S ~ p ~ t ~ ~ "~~lZ 1 $ ± ( I I ~ ~ ~1 ~~IR~`' ~ 4 '4 t i. BB P J~ , y i TOP WIDTH: 62 FEET ; U E 24 ,r f ; W r t' rf ~ ~ ~ y5 LENGTH OF WEIR: 10 FEET (MINIMUM) ~ ~C
s.,~ dt ~ k Al~g~ ~ sr ~ t~ 5 ,r i w $ J t ~t i d } / $g T 6 t ~.or gels n ^ F~` f G 1 71 ` 'r.'. ~ ~ r° , f}
2 2 r ~ -I ~ 1 r I~ ~ r ~ Q ~ q~, ~ } I t r ~ Y iY ~ ~ W~~ i I ,~`r f. .8~ t i ~ ~ . % ~ , '0~1s ~ [ ' I I ~ ~ A k ' d` T ON r I ,r ~ a ~ , J ~ s SEDIMENT BASIN NO. SB-1 ~
.f f' y GRA L FHE 1 ~ . r r f EROS + .t , ~ ION CQNTROLS LEGEND f ~ I y ~ VOLUME REQUIRED: 9.846 CF +~ia~aia~,,~~
CONSTRUCTION D ~ , a ' ~ !t 9 f ~ / i' Y z ~ 84 f i I - - ~ O 8 ~ .j ~ ' ,j ~ 0 ~ ~ ~ ~ SEDIMENT BASIN INVERT. 351.00 FEET
1 1 ENTRANCE , r / ~ ~ ~ ' 0 f ' 1 i ' ij~~ r ~a~ ~ ~ 1.....p^^ ~ 1 i 1 ~ f Z v ~ Y ~ t t ~ r ~ ~ f' j j 1 { ~ *4 ~ ~ ~ ~ 82 w, 91 r` , i ~ RISER CREST ELEVATION: 353.40 FEET ' ' t ; ~ s RISER DIAMETER: 24 INCHES
# ~ ~ ,s € ~ Wis. q a }'i Y 5 ~ I B ~i , •IIp~QIIi SILT FENCE OUTLET F P~ r BARREL DIAMETER: 18 INCHES
E, ti ,'J 'ice ' i EMERGENGY SPILLWAY CREST ELEVATION: 355.00 FEET
~ ri + ~M~~` ~ ` ~~v ; 3: ; EMERGENCY SPILLWAY LENGTH (WEIR): 8 FEET + i INLET PROTEC110N ~ ~ ~ ~ ~ , ~ 1 `n~ , i MAX. 10 YEAR WSEL ACROSS SPILLWAY: 355.00 FEET ~ ~ ~
/ I I PER Y + . ~ I 1 ~ i ~ ~ i ' TOP OF BERM ELEVATI ~ d~ i i 1 ; r~ ;i r ~ ON. 356.00 FEET ~
f" I } s ~ DRAT r ~ ~ 7 1 I ~ s s` r 1 ~ i 'ti, r t t i C b ~ l i t ` I L i t ~ ~ , r ~ ~ ~ ii FREEBOARD IN 10 YEAR STORM: 1 FEET ~ ~ a
7 S ~ k/ 3 s Y ~ i S s Y Is ~ f: S. y~« fa„ ~ f / ~ E f. e ~i Y /9b } [ ~ ( I ; ti; a I E r s i ~ i , ,E r tr; .r€ } ~ ~ { RISER FOOTING DEPTH: 1 FEET Q ~ a ~ ' r ' ` ``f ` ' ~ RISER FOOTING WIDTH LENGTH• FILTER BERM r t + r ~sr i ~ 3 FEET x ~ ~ ~ ~
/ } ' f ~ ~ f I I ~ I r ~ I ~ ~ ~ t I BASIN CLEANOUT ELEV.. 352.35 FEET Z a a a, aa, r1,
# s^ 'per ~ a p t` E I ~ i ~ ~ r"~ I t ' / ~ ' ~ i ~ ~ CHECK DAM © tv sit ~t tv ctt
[ ~ ~ r~ r f # , L, 1 8 } ~ ® } ~ a b I f € + ~ ` { i ? I SEDIMENT BASIN N - ~ ©i n dx o 0 t r r r i i ;i ~ ' ~ 0. SB 2 - - - ut7' c ua « ~ tf i+~ .t .,i p ~n ~
49 ~ z s ~ ~ t~ ~ ~ , , ~`,i 13 I Ir r I / ~ 79 ~ ~ ~ ~ua ~ z 1 ~ Y I -t I I r rl 1 ~ ; ` ~ ( VOLUME REQUIRED: 11.142 CF ~ ~ ~ - SILT FENCE ~ I I r ~ r i' }II ( r ~ i SEDIMENT BASIN INVERT: 352.00 FEET - - - ~ ~ t` t`
r , ,c ~ 6 t f 4: I' 4 I t ~ IN r' . ~ ! ~ ; ; . a { t tiY ~ ~ 18'~ PUBL~ I / t ~ ~ f I!f 1 1 f f 1 t ~ i I r f ~ r ii ~ si TP TP TP - TREE PROTECTION f~ I _ _ • ti i i RISER CREST ELEVATION. 354.78 FEET
'~-M, 1~t ~ ~ ~ ~ ..D K)N ( 1 r' ~ ~ a+ ~ NAGE~ EAS MEMT f. n PRO ~ ~ t f . (,`H ~ f f f t ~ r f ; i r r r ti A~ i RISER DIAMETER: LD LD f r I Jr r I s* i ~ 24 INCHES LIMITS OF DISTURBANCE
I~~'!t t ~ ! ~ 1'f i \ 1 t l ~ ~ ~ ~ BARREL DIAMETER: 18 INCHES R 1 1 ; EMERGENGY SPILLWAY CREST ELEVATKN~l: 355.50 FEET WOODED AREA
t 4 ~ p ti f 4 59 ti ~ ~ , ~...ar .uqv ' / i i \ k f t T? f , r ~ > > '~a ~ ~ ~ EMERGENCY SPILLWAY LENGTH WEIR : 9 FEET 4 r ~ ?y~ 1 r ; ' ~ ' ~ } )
~ ~ ~ ~ ~ ~ R 1 . ~ ~ 20 C ~ft1 # Y YY ~ ~ 4 , s ~ ~ , ~ ~ °v I P~ , r , r ~ , ~ {jj i MAX. 10 YEAR WSEL ACROSS SPILLWAY: 358.00 FEET DIVERSION DITCH po I f [ r ~ li 1 ..MCI. V
, 1 ~ ~ , TOP OF BERM ELEVATK)rl: 357.00 FEET ' %-''I ° 7 ' i ~ ~i ~ FREEBOARD IN 10 YEAR STORM: 1 ~
G~ I ~x y:e I` f ; E _ r J ~ RISER FOOTING DEPTH: 1 FEET ~ ° °
u ` 't i \ d ~ , / ~ ~ t a rr i f it RISER FOOTING WIDTH/LENGTH: 3 FEE? ° ° CONSTRUCTION ENTRANCE ~ ~ ~ Q 7 f° ~ ' , r; ~ BASIN CLEANOUT ELEV.: 353.50 FEET ° ~ ~ ~ ~
~ I Its -r - , , j Y ~ ~f}, Y I - , r ~
C ~ 4 ~ k`~ ` q' r ' r r ° ~ 4 ~ } r rt TEMPORARY ~ q ~ - - 1 r ~U DIVERSION
y~_ 56 ° ~ e Y ~ ~ 100 rf f a x ( ~ ! _'~STREAM UFFER 1 f f f b' ~ ~ y'_... 1 4 ~ ~ l f
t f ~ r~~ 1 ~ E ~ ! c , ® t r { f r r r R t xi
~ ~ , 1 i ~ ~ '`r ~ 9 s 98 o PROPOSm 5 SIDEWALK , • F{~ ~ ti, ~ /r~~~ I 9 f ~ ~ / , DISTURBED AREA: 1 A ~ SEDIMENT TRAP ~ W i 98 , ! r , , I 1 33.3 CRLS W v, H 0
' i ~ ALONG LUMLEY RAM FRONTAGE ) ~ ~ ~ ~ ~ ; ~ t ~1BUC Anw ' 1~NCE VEL ~ s i t p [ t ~ t3 ~C ~ . ~ t ! ~ ~
4 ~ ` ~ f'~. EASE~i -WID ~ ' ~ 14 r r>~ ` 8 ! ` ~ r,,, f ~ M ~ ` } r~i ~s ~ ~
J # 00 YEAR FLOOD PWN ~ - : _ ~ ~ _ ~ ~ . L a, i~ f - ~ t wx r x i E ~
~ f ; y ~ ~ t u, ~ % ~1~ ate`\~ ~ f f t r ~ , rw r ~ ! E` 'fi ~ 2.5:1 MAX SIDE SLOPE ; r ~ _ R rr i ; ~ W r~
5,y , I ~ ~ 1 NWA ~ ~ ~ ~ ~ TEM ~ - - ~ 00 GREE Y EASEMENT
i t ir. TO BE DEDICATED AT TIME OF -~'f!- ~ ~ "'tir . 1 ION'~~_ r " 10 INV.-352.00 ; • r IF ~ I f 1 ! _ F13 ~ ~ ifl I f: I~j ! ~ i 37 LF 18" CMP ~ 1.35% ; 51 ~ i ~ ~ '
I ~ It\ FNAL PLAT. HATCHED PORTION ~ ~ ~ l`` ` ~ ` ~ ~ ~ TNT ~ ~ OF EASEMENT ON CENTERPO ~ ' . ! ~ 10 PU C RAI $ r , t - M F ~ !fj > INV - 1 U ITS 0 r
t., ~ „ D i ri,,~ PROPERTY TO THE WEST TO BE , N 1 r' . ~ . 35 .50 P i i ~ ~ ! f,~ Llj t I ~ DISTURBANCE UBLIC DRANiA~E i , ! , t ~ I _ -
P DEDICATED PRIOR TO CERTIFK:ATE ~ ` ~ 111 C~ V i ( OF OCCUPANCY AS DESCRIBED ON ES ..__w NCDOT CLASS A RIPRAP EMENT-WIDTH i 44 ~ I i ' ~ i t: 6 Lx41Nx12'THK 4 O f I ` ~ ARIES i_ ~ ; p mf _ -r
t ~ i t f ~ SITE PLANS FOR DEVELOPMENT EXISTING _ I ~ ~,v. r 2 E ~ I 4 w 1 p f l 1' SILT FENCE (TYP.) t ~ t'
~ c ~ 3, t ~ \ a^', t , t
SLO . ~,t r T ;C,RAV~L H ~ i., f, ~ ~ ~ ~ ~ ~ t { w-tiC°°~ \ 1 t 1 i p t
r ~ f ~ i t r w k 1 ~ ;t t w '
f ~ ~
T t ~ 1 BASIN CLEANOUT ~ y ' r ~ 'Y'~,: !r ` ~ 1 r } -O ~ f t ,
~ ELEV. (DURING - ~ , , # CONSTRUCTION = 356.40 ` y ~ , ' ~ ~ ~ - +,.I ~ _
. ..•.ti. t ~ jl ~ u r~~~"~ ti, , i:,~ i, ~~v ' ~ ~ ,PRO CTiOM' ~t'r , . ' } tf f "i ~-~~1; l
~ ~y ~ 9 ~ ~ ~ ~ / { i , ,
w,,, ,~V~. GENERAL CONSTRUCTION SEQ J N pE~~ g~ ~ ti` EAM~S` ~ ; ~ * \ ~ 9j ~ f ~ f ~ ~ df +~I 350.50 ~ JJ""''~~
~ T f ) ~ ~ 1. INSTALL TREE PROTECTION FENCING. ~ r ""7 • r'
s ' w.~ ~ s aMr r Ii I i f
2. OBTAIN APPROPRIATE PERMITS. 50' NEUSE STREAM " BUFFER ON 3 t f f t r a ' t s. ~ r r~, ,,t a
SEE PHASED SEQUENCE NOTES ON THIS SHEET AT THIS POINT THAT DETAIL PERENNIAL STREAMS ~Y,.. fr' 4 \ ` ~RAR...RIG....w { ! f r ~ j°f e"'~~~~J O `
THE CONSTRUCTION SEQUENCE FOR EACH OF THE FOUR PHASES. (TYPICAL) ~ cr,. . n ~ f a A'w,
3. INSTALL GRAVEL CONSTRUCTION ENTRANCE(S), DIVERSION DITCHES, SILT ~i ~ ~ t `l 2 ~ 1 ~ r~f` j
FENCES, SEDIMENT BASINS AND~OR OTHER MEASURES AS SHOWN ON THE .
APPROVED PLAN AND ANY SPECIAL CONDITIONS NOTED IN "LETTER OF APPROVAL." 5
4. CALL 560-0735 FOR ONSITE INSPECTION BY THE SEDIMENTATION AND NCDOT CLASS 'B RIPRAP • ~ ~ ~ ~ a t r hr CONSTRUCTION t ~ -W ~ i t i r r r( ` i, .,rr ~ If 1 : ~ ENTRANCE O \ ~ may[ { i t 1
EROSION CONTROL OFFICE. 91x5.5'Wx22"THK ;,n, t U
5. BEGIN CLEARING, GRUBBING AND GRADING. MAINTAIN MEASURES AS ~ : - ~y` ~ ~ ~ 1d ~ L ~ f r 1 1
Y t ~ `s r- y \1 ~ "`'4 ~ r rf ~ ,w._. i rr ' i t ~`s ~ -4 ~ j t M i'~ ~ ~ + i f
6. INSTALL THE STORM WATER COLLECTION SYSTEM AND UTILITIES AND PROTECT ~ INLETS WITH SILT FENCE, GRAVEL FILTERS, SEDIMENT TRAPS OR OTHER EXISTING 100' GREENWAY 3 " ? 1" I f
APPROVED MEASURES A5 SHOWN ON THE PLANS. EASEMENT DEDICATED ON • ~ ~ # t N
12/6/00 AS PART OF ~ 7. GRADED SLOPES AND FILLS ARE TO BE PLANTED OR PROVIDED WITH CENTERPOINT OFFICE ~ ~ ~ ~ ar ~ r~ f ~ A
Y PROTECTIVE COVER SUFFICIENT TO RESTRAIN EROSION WITHIN 15 WETLANDS DEVELOPMENT PHASE 1. WETLANDS ~ ; j ~ . i r
N WORKING DAYS AFTER THE COMPLETION OF ANY PHASE OF GRADING. PB 151, PAGE 15 ALL AREAS UPON WHICH NO FURTHER LAND DISTURBING ACTIVITY WILL 1 ~ t 9 P J
BE UNDERTAKEN ARE TO BE PLANTED OR PROVIDED WITH PROTECTIVE COVER WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS. P f t 1{ ~ f
..1 ECT PHASING -EROSION CONTROL SEQUENCE PHASE 3 1 ° d~,#f 1 ~ w,Z ~'~'w s t
r; 8. AS CONSTRUCTION PROGRESSES, INSTALL PERMANENT EROSION CONTROL ITEM NUMBERS 1 AND 2 IN THE GENERAL CONSTRUCTION SEQUENCE MUST BE 1. CLEAR A MI?JIMUM PATH ALONG CEDAR GROVE DRNE AHD ALONG THE m MEASURES SUCH AS RIP RAP APRONS, ACCOMPLISHED PRIOR TO ANY LMID gSTURBING ACTMTI'. REAR OF LOTS 57 THRU 71 TO THE PERMANENT DETENTION POND LOCATION.
CHANNEL LINERS, GRAVEL BASE COURSE, ETC. by ~ ~ ~ ~ r'~'9~ f J f ¢G,~ ~ I
2. POND SHALL BE THE FlRST SITE ITEM CONSTRUCTED. m g, AFTER CONSTRUCTION IS COMPLETED AND STABILIZED IN AlL PHASES, P 1 3. INSTALL THE PERMANENT RCP BARREL AND THE PERMANENT RISER AS ~ 1`f'i~ '~d ,f Jf 1 r !t
REMOVE SKIMMER FROM RISER STRUCTURE. BRING POND GRADES TO PER DETAILS ON SHEET C-12. CLEAR AND EXCAVATE ONLY THE MINIMUM
FINAL ELEVATIONS INCLUDING EXCAVATING THE POND TO THE FINAL 1. CLEAR MINIMAL PATH (LIMIT TREE CLEARING) ALONG CEDAR GROVE DRIVE AMOUNT NECESSARY TO INSTALL THE BARREL AND RISER ASSEMBLY. DESIGN ELEVATIONS. PROPERLY DISPOSE OF ALL SEDIMENT REMOVED, FROM ALEXANDER DRNE ro ST-a, SB-1 ANO SB-2 At~q INSTALL THESE a. GRADE THE BOTTOM OF THE I~ID AS SHOWN ON THE EROSION CONTROL %t f r ~ f Z : f ~ f i !f
~ DEVICES INCLUDING OU1lET STRUCTURES. PLAN MJCLUgNG THE COLLECTION SWALES THAT EXTEND WEST AND NORTH r ~ r 1 1 ,j
~ 10. SEED, MULCH AND STABILIZE ANY REMAINING DISTURBED AREAS 2. REFER TO GENERAL CONSTRUCTION SEQUENCE STARTING AT NO. 3. OF THE POND AND THE EMERGENCY SPa1WAY WITH LINER. ABOVE THE POND NORMAL POOL ELEVATION, INCLUDING THE BERM. 5. INSTALL sILT FENCE ANO SILT FENCE ouTLErs PER PLANS ALONG THE V 1~ ,r`~ f P" ' ~ , r~ 1 T P~OF~CT ;
m 3 DOWNSTREAM TOE OF SLOPE OF THE BERM AS SHOWN ON THE PLAN. F ~ rr , ; MIH~o~o~fl
~ -PHASE 2 PLACE FlLL FOR THE POND BERM PER DETAIL ON SHEET C-12 AND f~~ ,r 4 'P`te°7
w 11. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED, INTERIOR OF POND AS SHOWN ON THE EROSION CONTROL PLAN. CALL FOR ONSITE INSPECTION BY THE SEDIMENTATION AND EROSION t. ALL OF PHASE 2 DISTURBED AREA WILL BE COLLECTED IN EITHER SB-1 6. ATTACH SKIMMER TO 4° RISER DRAIN PIPE, o CONTROL OFFICE. OR SB-2, WHICH ARE PART OF PHASE 1. LINE TABLE ~ " ~ f,. r~t,exaa~: MIH01010-EG r ~
ti ° 2. ALL DNERSION DITCHES, ETC. MUST BE INSTALLED FLOWING TO THE SEDIMENT 7. ONCE RISER 84SIN IS IN PLACE AND THE OTHER EROSION CONTROL UNE BEARING DISTANCE t r'j,'j'~' f ~ ~ ~ ~ D6StGNBD°SY: L f S 77'4733 E 56.28' 4 i~ ~ , i 's ~ ~ r ~IM~
12. I i THE SITE IS APPROVED, REMOVE TEMPORARY DNERSIONS, BASINS IN PHASE 1 PRIOR TO ANY LAND DISTUR84NCE IN PHASE 2. MEASURES ARE IN PLACE, REMNN~ CONSTRUCTION MAY BEGIN. S L FENDING, SEDIMENT BASINS, TREE PROTECTION FENCING, ETC. _ o e~~ r„ „ti~.,.. ,.,,..~..a.,,,,,,., M.~,...,, , 12 S 7T40 35" f 50.69' . ; i , , i ~ ~
L3 S 76' 19 26" E 49.81 ' nrt~~ Eri ?~tpr
a. KthtK IU ULNtKAL UU"lKU(:IIUN 5tUUtN(;t SIAKIINU Al NU. 3. nucn ,v vcnuw. wn~inw,vn acwcm.c JiAINimv At MU' X ~ AND SEED, PAVE, OR RIP A RESULTING DISTURBED AREAS. L4 S 75'08'00" E 49.04' R,'t..
THE POND SHALL THEN BE FINE GRADED AND SEEDED. PHASE 4 L5 S 73'51'44" E 50.44' sc p L6 S 72'34'05" E 57.30' 1(}Q
n 13. WHEN VEGETATION IS ESTABLISHED, CALL FOR FINAL SITE CD INSPECTION. IF THE SITE IS APPROVED, THE PERFORMANCE BOND, 1. ALL OF PHASE 4 DISTURBED AREA VALL BE COLLECTED IN THE PERMANENT L7 S 4928'00" E 41.28' DATE-
L IF REQUIRED, WILL BE RELEASED. DETENTION POND. L8 N 78'33'25" W 35.87' A . 3/27/02 L9 S 70'30'15" E 35.87' GRAPHIC SCALE
i 2. ALL DIVERSION DITCHES, ETC. MUST BE INSTALLED FLOWING TO THE SEDIMENT BASINS IN PHASE 3 PRIOR TO ANY LAID DISTURBANCE IN PHASE 4. CURVE TABLE 100 0 50 100 200 SHEET NO. 40% CURVE DELTA RADIUS ARC V_ CHORD TANGENT CHORD 8RG
3. REFER TO GENERAL CONSTRUCTION SEQUENCE STARTING AT NO. 3.
c v Cl 28'00'03" 1085.92' 530.70' 525.43' 270.76' N 61'13'14" W 1 inch = 100 ft.
J fliE.~ GE WjMcADAMS
X FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION

+ l~
I _ ~ 1 ~ I GRADING STORM DRAINAGE NOTES € ~ ~
`t r~ ~ ~ ~ ( .r ' 1. PROTECTION OF EXISTING VEGETATION: AT THE START OF G IN INV VIN TH - ~ ~ } RAD G OL G E
~ ~ STRIPPING OF TOPSOIL OR LOWERING OF EXISTING GRADE AROUND A TREE, A CLEAN,
I ~_.n.-.....~.~ LNG PUB4 ~ ~s°"^^.~ ~ y~ ~,.M'.`"~~.,.„., ~ ,r~ 1 SHARP, VERTICAL. CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE AREA AT THE t~ ; SAME TIME AS OTHER EROSK)N CONTROL MEASURES AREA INSTALLED. THE TREE
~ l .v...-~ w - Vd~p ~ t ¦ ~ ~ J PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT FARTHE AWAY
1 ~ ~ q ~ .„gym b'"`"~'......~„.~..,„w,,,. 98°""'""..~ a~'~ V` FROM THE TREE TRUNK AND SHALL REMAIN IN P 'W 'y ~ _ _ LACE UNTIL ALL CONSTRUCTION IN
F i ~ ~ ~ ~ ~ ~ f ~ «w ~ 1 ~ ' r ~ t t 1 # 1 i t~ rr ~ THE VICINITY OF THE TREES IS COMPLETI=. NO STORAGE OF MATERIALS, FILL OR t, ~ s
E ~ ; k 1 ; ~ 3 ~ r ~ / ~ d (err : I EQUIPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE r PROTECTED AREA AND SHALL BE POSTED ON THE PROTECTION FENCE. A PROTECTION ~,,,r~ : UZ
~ d I ,j I ~ i ~ ~ I ~ € ~ i ~ ~ ~ ` r ~ 4 ~ , FENCE CONSTRUCTED OF MATERIAL RESISTANT TO DEGRADAT10N BY SUN, WIND AND
~ € 3 I ","`',~t ~ ~ i ~ ~ ~ ~ i E r E ` Il 1 i ( f i ~ MOISTURE FOR THE DURATION OF THE CONSTRUCTKN, SHALL BE INSTALLED AT THE ~ U ~ '
I ~ r E ~ i ~ iE : r { t'~ n, r ~ [ ~ ~ ~ ' rr ~ r SAMf TIME AS THE EROSION CONTROL MEASURES AND SHALL BE IN PLACE UNTIL H Z # 1 r~ ~ ~ , r ~ ~ ,r ~ r ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE ~ . ~
t`°~ a a P C E ~ E ~ ~
- - t.,._a ~ ~ ' EAS E DTH i ~ ~ i i j ~ .._,.__w-,..~ w_w ~ ` €l ~ i ~ ~ 2. CONTRACTOR SHALL CALL 'NORTH CARDUNA ONE CALL (1-800-632-4949 AT LEAST 48 I r, } ~ 1 ~ rr HOURS PRIOR TO DIGG{NG TO HAVE EXISTING ITtIUTIES LOCATED. REPORT ANY DISCREPANCIES ~
~.w,.w VARIES , , , J * i t ~ ~ TO THE ENGINEER.
f ~ ~ r ~ E r I ~ ~ ' ~ 1 r' i r ~ ~,f'. ~~I' ii i ( ~ f~ ~ E i ~ ~ '`'°^.,W, '`a• { 1 ~ ~ a r ' W r ~ ~ 3. CONTRACTOR TO COORDINATE ACTMTIES WITH UTILfT`f COMPANIES INVOLVED IN ANY RELATED a N
' ~ ~ ( r - 9° ~ RELOCATK)N (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.. )
i J FS' ~ f '~.z 1 ~ 19) ( `"°°.,a' E 1 F w ~ ~ `1 t ~ f I ~I~f q9 r ~ 1 1 ~ ~ ~ 1 s V ~ ~ ~ 4 4. EXISTING UTILmES SHOWN ARE BASED ON FIELD SURVEYS AND THE BEST AVAILABLE RECORD s ,
i I € ~ ;X DRAWINGS. THE CONTRACTOR SHALL VERIFY COND~IONS PRIOR TO BEGINNING CONSTRUCTION. G1. ~ 4~ 4'
~ ~ ~ 1 ~ r P w~4 ~ r ~ i it i 1 \ € t € t , ~ - ANY D SCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE REPORTED U1 I
~ fI ~ y t, ~ ~ S r i ) , f r"..,,,, ~ ~ ~ ~ C i _ ~ ~ ` 3 5 34 r ( ~ r r • 't TO THE ENGINEER IMMEDIATELY. ~ ~ 2s ~ 27 € r 4 ~ ~ a a ~
i d 3 ~ ~ ~ r1` ~ ~ ~ h ti~ r / t t ? ,r r 1 i . ~ ~ ~ ~ I ~ ~ 4 ti ~ ~ rl r+ 1 f t € A ORMWA FACI P Tl N AN MAI s ~ k } 5 ST TER UTY 0 ERA 0 D NTENANCE PERMIT AGREEMENT MUST BE ~ .rG AQ
s t € l X C PRIOR T N "a W' s ~ ~ , , E E UTED 0 REVIEW OF CO STRUCTK)N DRAWINGS p~ f ~ ~
t I ~ ~ Sd g 1j 29r ~ r ~ r r , ` 29r ~ W p rn „ z r' ;i ~ ~ 6. ALL PROPOSED INLETS, CATCH BASINS, AND DROP INLETS SHALL BE PROTECTED BY EROSION r 26 i W tYt~....
r i i` r r r , ~ ~ CONTROL MEASURES AS SHOWN AND SPECIFlED ON THE EROSION CONTROL PLAN. r ~
f F ~ " ~ ~ roq ' ~ \ .9 v ~ aau ~r ~r , 30 , t 0 f r 30 ~ , fr ~ 7. A P.E. OR AN R.LS. SEAL IS REQUIRED ON ALL AS-BUILT IMPERVIOUS SURFACES. At?ttr ttrrH~,,
AI~s It ~ \ r 45 ^ r f ~ - - ` r' . t r ! 1g t ~ ~ f f' ` r' +6 'k 8. ALL STORMWATER EASEMENTS SHALL BE THE WIDTH E UAL TO TH PIP I P ~ r are Q E E SZE LUS 8 FEET ~ P d
f UBLI~ DRAT E r ~ ~ ~ , +r i ; " r E ~ -~I ~ I 1 PUBLI DRAINAGE ` • F ~ ~ f~ r k t ON EACH SIDE
i € 3 r ~ i i S ; ` ~ r r ~ p r VARI } ~ ~ 1 ~ E NT-WI ~ ~f f r ~ r / i f a 2 € 'i » dv CAA C~'~,yl'. ! lj j s 9. ALL. STORM PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER OF ti ~ v>~ _
~tf ~ r • B ie y V I r f ~ r 1 ~ f ~ f f' ' ' ~s STRUCTURE OR TO END OF FLARED END SECTION. ~ Q ~ f ! i ~ d u
# r r r # t 85 ~ q € ~ r + f ~ 24 ti' 'ti
' di r , ~ 'M.aj~ ~ s'` ~ tQ # ~ 1 i h 1 ' fry 'S 4. t 1f ~t 1 D i~ ~ V i
- 4~ 2 ~J ; 1 1 V f~ ~ F f ~ 23 i PUB C DRAINAGE ©a r i j ~ i ~r f €s. ~ 4~ .ENT-WIDTH ~~~~'j i~''r'
~ ~8~ ,f 7'4 r i ~ 1 ~ t ~ ~ Q 0 1 ~ r a ~ r` 1 "'e i ~~tUliNtt
r ~ 1 / r ~i 70 , ~ , i 84 ~ 6 E 8 ~ J ) ~ ~ G ~ r f 1 3'! ~i ~ i G 1 VARI r ~ ~ ~ ' GRADING LEGEND
} ~ t ~ t ~ f t ~ ~ ~ r , E i~ Fr r' err ~ € , f lr € ! E ~ F
t f ~ 1 4 I 4 ~ ~ I pI~ASE ~
~ a v, ~ 1 ` ~ ; k~ i i, ,f r ® FLARED END SECTION STORM DRAINAGE ~ ~
f w ~"w ,,,r 1 ~ I S ~ t a 4 "l°°+, ww I ~4~ ~ 11 ~s ; ~'s - - STORM SERVICE UNE
9 ~,~a ~ { z i ~ t E t ~ W i > s , I ~ € t ~ CATCH BASIN ~ x ~ s € ; k~ s i ' p q Q
€ ' € s , r € ~ i ~ i -RD-RD-RO- ROOF DRAIN, 8 ADS € s ; s ~ ~ s ~ DROP INLET NON-PERFORATED TUBING OR a ~ x
' 'w; ~ 7 i ~ • ~ r s s~ i i ~ s ~ s ~~i s S 1 ; ~ t11 W Wp W i k ~ ~ s EQUAL 1.0% MIN. SLOPE 3' MIN. ~ p, a gyp., p,
~ f 'A k..,, ~ ~ r a ~ ) ? 61 ' ~ ~ } 1 ~ ~ ~ 1 ~ ! ' ww r f # i . ° { + ~ 1 ~ I ¦ STORM SERVICE INLET COVER PVC SCHEDULE 40 IN © ~ c>z ~ r ! r ~ i~ d O C O
` / r f a t ti ' 1 It ~i ~ ~ ~ u ~ r i ~ ~ •w~. ~ r1 ~ j J f i ~ 1,~ ~ i f r1 V I I I TRAFFIC AREAS ~ t 1 t I r k ~ o
~ +q 6 J i ~ 0.~ 1, ~ ~ f ` r , ss ~ i ~ • STORM SERVICE ROOF-DRAIN ~ ~ M 94 1 I € ~ { ~ -TP-TP-TP- TREE PROTECTION ~ € € € I
~ ! ~ ~ i~r ro a` r
>o 5 P E,~ r ts~ Pu ,r r-"`? ~ f ~ ~ ~ C r t ~ ~ ';r r t t EAS 1 r r"', J I i ' ' i~ ~ LD LD IMITS OF DISTURBANCE I _ € 1~ s O STORM MANHOLE L r
~ ~ ~ ~ EASEM WID ft ~ ~ ~ ~ I ; r r 95 r - ~ 3~ ~ r` 95 ' rr i r' # ` WOODED AREA
f `ice ~ V J T t i ~ t~ i t Iry ! t r ~ . ~ ~ r t r r f 1 4 DRAINAGE FLOW ARROW
~ ~ ~ ~ 4 59 ` i ~ t ) r ~ ~ 1 € r j , ~ ~ Y ~s 250 10' CONTOUR o t ~ ~ i i ;~s N UN A I`-~ ~ Q
n / 'i f 1 ~ 1 • ~ ~ N € , r ~ r ~ ' ~ ; E BRE K SYMBOL 252 ~ k` -k ~ n 96 ~ 11 e ; ` ~`t s 2 CONTOUR H ~
€ € i.~-' I / ~ ! ~ ~ ~ 6 XXX.XX 250 ExIST1NG 10' CONTOUR ~ H
- - I r rl € ! ~ XXX.XX TOP dt BOTTOM CURB ELEVATIONS ~ € ~ b ` 25_2_------ ~ ~
t 1 ~ ~*.t ~ ~ ~ ~ ~x ~ 4~ S 4~ L.,..,,, 1 ~ i ; I ~ EXISTING 2' CONTOUR ~ ~ z 7 ~ , ' x xXX.XX -TOP OF WALL ELEVATION - - , ~
t .9jj s 4 1 a~5,~~ .S,_, i ~ .~~o 57 ~ .r E, ~ ~ 1 16 € € _ - - - EASEMENT UNE f,. r ~ : r XXX.XX BOTTOM OF WALL ELEVATION ~ A O "
~ o ~ ^~s k rn ~ rte`'`. ~ -,.L.~ ~ tt E ~ ~ a ~ ~ ~ > [ + € (rr (NOTE: BOTTOM OF WALL IS GROUND ~
3 r r 4 i r r r i ~ ( / .1- ~ ~ NEUSE RNE , ~ ~ \ ~ 10 . ` 56 }STREAM BUFFER ' 1 , r , 3 I 1, r € :kc•~ ELEVATION NOT WALL FOUNDATION) ~ U T~ € I ' i ~ , i ' HANDICAP AREA € k . € Y.:Yf;:::~5'/1S~Yf;S%%~;~ 29 MAX. SLOPE}
~ r r J € € i ~S ifiuiiifiiiiifiifiiiiiiii ( ~ W r € r ~ r , ; ~9(xX.xx SPOT ELEVATION W ~ F
~~~r~! 'f~ =5 6 ~ 10 9 r f 98 r ~ k < i ~ {O O r t I x y
PROPOSED 5 SIDEWALK • ' ~ 1 ~ ~ s ~ i i ALONG LUMLEY ROAD FRONTAGE ~ ' i . a` ~ ~ ~ ~ ~ r , # i•
r r er ~ j ~ ~ ~ ~ 0 ` ~ , ~ t ~ ` ~ `w•• i ~ fl ~ r ` € € r ~ ~ t ~ ~
yr 100 YEAR FLOOD PWN ~ ,AY " • ww E ~ti u' ~ ; ~ ~ . wr u € ~ i t ~ { l ~
~ f r , 10 i ` 3 f l ~ I r r , 1 C4 ~ G'~
~ JI ^
100 GREENWAY EASE r s~1rt.~ TO BE DEDICATED AT TIME OF 'g" ~ t~ ~ ~ ` r ~ ~ ~ 1 r r 'a
~ FlNAL PLAT. HATCHED PORTION • ~ i '
' OF EASEMENT ON CENTERPOINT PROPERTY TO THE WEST TO BE ~ ~ EMENT WIDTH SEMENT WID1H ? UBUC DRANVAG~ ! ti ~ ti t ~ ; ,
~ ~ 111 ARI ~ 0 } DEDICATED PRIOR TO CERTIFICATE 21 ~ ~ EASEMENT-WIDTH ' 'y ` 1 , w 11 ' a` s VARIES ,.M~ J 1 r J
RIBED ON ~ OF OCCUPANCY AS DESC ~ 1 r ~ 3 ) Y 1 \ 1 f ~t t t t 3_
~ ~ a.~-' ~ SITE PLANS FOR DEVELOPMENT : ~ ' - g r ~ ~ 1 tip; ` ~ ''w. d r r ~1 r
~ INV.=357.90 ` ~ . ~ ~ ~3~L i ( j t N ~ . Ir 1 `•'~,1 r 1' ( r ~ f 1 i w r
~ ~ EXISTING MANHOLE ~ ~ ~ ' ~ ' r ~ ~ ~ 9. i ,I ~ k ~
f ~ ~ t ~ ~.fr ~T. 1 ` - C ~ _ ~ ~ i i t
r 32 LF 15" RCP 0 0.75A ~ S.~'~` ~ ~ ~ p ,a, ~ ~ , } _ Oi , ~ L 1 1 `ti , f ~ 1
t \ e 1~ ( r ~ t 1 ~ f ii ? t ~.t S i ~ 1 F ~ 6 ~M.6 ~'~y;,. n lb 1 11 ~ f , r i f; s ~Q~ ~
~ f a `,k f I i Ik h..r.,.,,. ~w ~ ~M ~ ° ~ i I t f ' ~ 4 ~
~ _ ti r r f , tl ! , , p.l s ~ s~~ ' r I I'~ ~
PERENNIAL STREAM'S` - -1 ~ add.. f f 7~
,A ' ~ (TYPiCAI.) ~ ~ - r .1 t } ~ ! ~ w.~ a °p4ac r r ~ J j ~
• 1 ~i r, r`r ~
50 NEUSE STREAM 4 ,Y~ 1f f r k ~ 9i O
BUFFER ON 3 PERENNIAL STREAMS ~ ~ ~ t. ( ~f rr ~ ~ ny ti J .,I f k
ICAL ~ (rn' ) ~ ~t I s ~ ,.r I l it 1
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~ ~ ~ ' ~w, V ~1 ~`~--N e f. ? ~ j k / s ! 5. p € ~ ' f
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a • ,s;`°~ ~fi',°!. P v
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~ ~ h .er t rp ~ ~ s
^ ~ ~ I • \ ~ ~ lYlli~ ll~. y4 ~ i P ~ ~ f #
EXISTING 100' GREENWAY EASEMENT DEDICATED ON + ~ f i r C~ ti ~ ~ i ~ A
12/6/00 AS PART OF r ,
CENTERPOINT OFFICE WETU cn DEVELOPMENT PHASE i. WETLANDS ~ it ,i rr ! f r, N w', r ,f
Y (PB 151, PAGE 15 t ' ' f 3 f - ~ ~~rr,y j r' '
N _~A ~ •M` 8 J~ fj / ~h
O O CU V 1 , , a CITY OF DURHAM
O . ~ ' f PUBLIC WORKS DEPARTMENT .f ' r ~ ~
Q 1 j ~ `~,W, -APPROVED - i ~
(T7 • /f o~ tf r 1 ~ ~ ,f."' r~ ENGINEERING DATE r ~ f -
m ~ ~ i~ ~ ~ f STORM WATER ' DATE tr/ O',~,
N TRANSPOR?ATION DATE
t ~ .1 r ;r-- w~ lf/.
C O rf` r DATE r, ern. MIH-0101i?
f ~ ''rr'r'' f ` DATE r
m 3 UNE TABLE i , f, J .
LINE BEARING DISTANCE ~ f' ~
O , a 8, ~ ~ k ~ JM L 1 S 77'47 33n E 56.2 1 ss ; ~ ~ ~ ~ : f~ f
ti O .-i L2 S 7T4035~ E 50.69' ~ ~ ~ DitA1fA€ BY: M~~ L3 S 76 19 26 E 49.81 '
n
H L4 S 75 USU t
O L5 S 735144" E 50.44' SCALE- 1 10Q' L6 S 72'34'05" E 5730'
ct O L7 S 49'28'00" E 41.28' DATE -
ti O L L8 L8 N 783325 W 3587' GRAPHIC SCALE L9 S 70'30'15 E 35.87
f 100 0 50 100 200 SHEET NO. CURVE TABLE I I I I C-3
r CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG
Cl 28'00'03° 1085.92 530.70 525.43' 270.76' N 61'13'14 W 1 inch = 100 ft. AWADAMS
c m J FILE GE ' INAL DESIGN - NOT RELEASED FOR CONSTRUCTION F
X

x t'! 1 I 1 ~
~ I~ t 1 i ~ i ~ 4ry ~o r I f ~ _ I { [ l
~ ~ S.
1. ALL WATER MAINS AN
/ ~ ww.v„•„. ~ ~iC 50' R...~w°° ss 4 » s d w~"""" TiNG PU8 ~ ~ ,Cn >r`".,~w ~ t" a D SEWER ONES PROPOSED BY THIS 13. PROTECTION OF EXISTING VEGETATION: AT THE START OF PRO~CT ARE TO BE PUBLIC SYSTEMS. GRADING INVOLVING THE STRIPPING OF TOPSOIL OR LOWERING
~ • ~ ~ 2. ALL WATER AND SEWER SHAU_ BE INSTALLED IN ACCORDANCE OF EXISTING GRADE AROUND A TREE, A CLEAN, SHARP, ,,rr~~
~ r t 1~ ~ w ~ ~ WITH THE CITY OF DURHAM'S WATER AND SEWER VERTICAL CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE M+~1
~ I I ~ 1 f r~ ! ! ! ~ ' CONSTRUCTION SPECIFCATIONS, LATEST EDITION. AREA AT THE SAME TIME AS OTHER EROSION CONTROL MEASURES - - ~j , ARE INSTALLED. THE TREE PROTECTION FENCING SHAU_ BE
d ~ 3 3 S t d t ~ ~ # ~ a' " 3. WATER MAINS SHALL BE DUCTILE IRON PIPE r INSTALLED ON THE SIDE OF TH
p 1r 1 } ~ t 1 ~ ` / I f ~ ~t # ~ I WITH A MiNIMUM OF 36" OF COVER. E CUT FARTHEST AWAY FROM THE WATER SERVICE SHALL BE TYPE K COPPER FROM THE MAIN TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL
~ 1 1 { ~ i S 7 1 j ! I t I )~~.Il r f ~ ~ ~ ~ r' TO THE METER AND SCHEDULE 40 PVC FROM THE METER TO CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE. ~ - ~ q
( g t~ a € ~ ~ III y~ I ` i r ' ~ THE BUILDING. NO STORAGE OF MATERIALS FlLL OR IPM EQU ENT AND NO ~ ~ ' j ~ SANITARY SERVICES SHALL BE PVC SCHEDULE 40. TRESPASSING SHALL BE ALLOWED W
1 I"""~l I f ~ I Lo....~ 4 1 r q € ( i ( e ~ It ~ Si rt ~ q ~,f ~ ~ ~ ITHIN THE BOUNDARY OF THE h~l ~ ~ I ~ f L ~ SANTARY SEWER MAINS SHALL BE PVC SDR 35 PROTECTED AREA. ~ cn ;
t .~....~.f ww [ I ~ Y } ~ ; ~ f WITH A MIN. OF 36" COVER IN NON-TRAFFlC AREAS ~ ° o x
....w....u.~.«.. f g f j J 1V` ~ AND 60" COVER IN TRAFFIC AREAS. 14. CENTER N ~ ~ ~ 1 U E OF 30 FOOT WIDE CITY OF ~ ~ r` , ~ DURHAM SANITARY SEWER ~ ~
f ~ ~ ; ~ ~ f, UBUC DRAT E 3.86 w ; EASEMENT. SUBJECT TO TERMS STATED IN THE DECLARATION IN ~ p., 3' SANRARY REAL ESTATE BOOK 1510 PAGE 95
~ ~ ~ EASEMENT-WI , j ~ -ALL SANffARY 8. NO STRUCTURES, FILL, ~ Q., SEWER MAINS SHA ~ ~ LL BE 8 UNLESS EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE W G~ ~
r ~ VARIES 30' BLIC ~ 6 TEE ec NOTED OTHERWISE. EASEMENT EXCEPT ACCORDING TO THOSE TERMS. ~ -y ~ ~ ~ -SANITARY SEW ~ ER SERVICES SHALL BE 4 ~ ~
r r ~ 42 s < I EASEM GATE VALVE I PVC SCHEDULE 40 AT 2.OOX MINIMUM SLOPE. ~ ~
' ~ 4 ~ ® I 39 ALVE BOX t 3 41 Q I 38 7 t O 13 0 36 ~ , ~ O I 6 GATE VAL IN ! O ! 35 t 1 ~ » O i 34 i 15. ALL LENGTHS OF STORM SEWER SHOWN IN TH P ~ ~ ~ CLEANOUTS SPACED AT 75' MINIMUM. E LAMS IS ~ ~ q C9
I D C O 33 ~ ~ 8X4 TEE 1' BLOWOFF KER T ! O ! VALVE BOX ~ ~ ~ BE DES ED AT 1 ~ 28 I UBUC $ C N ! I O ~ STRU ! r ~ ~ 8 GATE VALVE IN SEMBIY ON P ~A~ 32 ~ ! ~ ~ -CI.EANOUTS LOCATED IN PAVEMENT AREAS S H MEASURED FROM CENTER OF STRUCTURE TO CENTER OF ~ ~,?n 28 I 27 HALL BE EAVY 0 STRUCTURE OR END OF HEADWALL 0 OR FES. i ~ DUTY TRAFFIC BEARING CASTINGS. ~ `
~ ~ t L VALVE BOX ~ 8"X8" ~ ' ~ 16. ALL SANITARY SEWER LENGTHS ARE MEASURED FROM CENTER OF ~ ~ O
O 4' GATE VALVE INr \ (2)8' TE VAL IN 4. PIPE CONNECTIONS TO EXISTING MANHOLES SHALL BE CORE MAN W t~ 1" BLOWOFF HOLE TO CENTER OF MANHOLE. ~ G~
vALVE Box ~ I vALVE roX ED GRO 5' co ETE I , DR bra h ® 4• 50 R SIDEW 29 W 3 ~ DRILLED AND A "RUBBER BOOT* INSTALLID TO CONNECT THE • CA ~ EMBLY
r ~o ~o \ •^r i NEW PIPELINE TO TH ~ ~ 26 ; ~ E MANHOLE. ~ ~ O
G ~ ~ 5. VAULTS USED IN TRAFFIC AREAS SHALL BE HEAVY-DUTY
t r t ti 45 EXISTING ~ - o + ~ TRAFFIC BEARING VAULTS.
~ ~ sf PUBLIC DRAINAGE MANHOLE ` t t EASE -WIDTH PUBLIC NAGS RE TION OF liA ~ltr, TER MAIl~S TO SEVERS ,
~ / 72 EASEMENT WIDTH ` ~ ~f VARIES ti I,.,,, ~ +~F / • ~ VARIES ~ 6. THE LOCATION OF EXISTING U1ILJTIES SHOWN ON THESE P ~ PLANS ARE BASED ON FlELD LOCATIONS AND THE BEST 1. LATERAL SEPERATION OF SEWERS AND WATER MAINS. WATER ~ "
AVAILABLE RECORDS. R IS THE UTILITY CONTRACTOR'S MAINS SHALL 8E LAID AT LEAST 10 Fi. LATERALLY FROM ; „ ~
~ O a7 12'X8 TAPPING d ~ ~ , lc r ~ RESPONSIBIL.itY T , w a ~ . , 0 FlEID VERIFY ACTUAL LUCATiON X / 24 ~ S E ISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR ; ~ ur
SLEEVE V t ~ 88 & ALVE O ~ 47 ~ 73 ~ -~X ~ r ~ 71 l 0 89 O PRIOR TO BEGINNING CON51R Ti u~ W ~ ~ ~ UC ON. REPORT ANY LOCAL CONDmONS OR BARRIERS PREVENT A 10 FT. LATERAL ~ PUBLIC ~ DISCREPANCIES TO THE ENGINEER. SEPERATK)N, IN WHICH CASE: ~p ~
r ~ ~ I ~ ~ O
/ ~ 30 P11B C SAN...: Imo' ~ 4 ~ S EMENT 23 EMENT- ~ Q 7. UTIL.lTY AN f 0 V IES , ~ D GRADING CONTRACTORS SHALL CALL THE ~
t 70 ~ 90 O O 74 ~ O ~CA 84 9 6.,° O 83 ` ' FOLLOWING UTILITY LOCATION A. THE WATER MAIN IS LAID IN A SEPERAIE TRENCH, WITH THE '~r SERVICES AT LEAST 48 ATI ~'i+,,iet,„~?~`~~ • ~ ~ HOURS PRKNt T I EL.EV ON OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 IN. ~ ~ 0 BEG NNING CONSTRUCTION.
f 1 ~ ~ Q e r r f NORTH CAROLINA ONE CALL [phone] ABOVE THE TOP OF THE SEWER. OR,
S1 TEE W ~ ~ "A",~ ! ~ 9 GA V 82 TE ALVE O 91 1 bs, , ss Q P ~ CITY OF DURHAM 919 560-4326 B. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER PHASE 2 ~ { )
r o O # ?S8 4 W VALVE BOX ~ . 7 ~ .8~ .h `3 Q Pueuc E WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF z ~ ~ UNDISTURBED EARTH, AND THE ELEVEATK)N OF THE BOTTOM OF ~
fI i 8"x6" REDUCER ~ ` ` 6 ~ ~ EASEMENT-WIDTH 6 GATE VALVE ti ® S ; ~ t / 1 8. SEWER SERVICES WITH LESS THAN 1 F00T ~ ~ ~ THE WATER MAIN AT DIFFERENTIAL BETWEEN BUILDING F.F.E. AND LEAST 18 IN. ABOVE THE TOP OF THE SEWER. ~ ~ ~ ~
n ~ ~ ~ V d.. S~ i » . ti ? 92 21 ~ ) ~ CONNECTING MANHOLE TOP SHALL BE EQUIPPED ~ d
9Yp~ » ti 1 OWOFF / ~ 81 15 RIGHT OF 258, W 67 LY >j ~ 76 / CROSSING A WA ~ ~ W/BACKWATER VALVE IN ACCORDANCE WITH TER MAIN OVER A SEWER. WHENEVER TT IS NECESSARY ~ w ~
DEDICATION ~ ~ ~ / / ' - - ~ s TH N FOR A WATER MAIN TO CROSS OVER A ~ ~ ~ E C PLUMBING CODE. SEWER, THE WATER MAIN SHALL a a a BE LAID AT SUCH AN All N € ~ ELEV 0 THAT THE BOTTOM OF THE WATER ~
~ 93 O / i1 i • 1 / 20 f g, TH R MAIN IS AT t.EAST 18 IN. ABOVE THE TOP F TH ~ ~ ~ ~ 0 s E SAN ARY SEWER LINES S 0 E SEWER UNLESS _ ;3 1 HALL BE CONSTRUCTED OF LO N ~ a a a:a a
, x EITHER PVC OR DUCTILE IRON, AT THE DISCRETION OF CAL CO DfTiONS OR BARRIERS PREVENT AN 18 IN. VERTICAL q ~ ~ ~
/ O - _ I THE CONTRACTOR, EXCEPT IN THOSE LOCAIONS AS NOTED SEPERATION - IN WHICH CASE BOTH THE WATER MAIN AND SEWER ~ ° ° ° ' ~a~ ~ ELSEWHERE IN THE DRAWING SET WHERE THE PIPE SHAH BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS ~ c
I f O FlRE HYDRANT " OWO ova l MA ~ ~ ~ ~ 19 of TERIAL IS SPEGFlED. THE PIPE SHALL BE INSTALLED IN THAT ARE EQUNALENT TO WATER MAIN STAN F ~ I I I i
r ( ~ ~ 8x6 REDUC 79 ~ ASSEMBLY ~ 65 ASSEMBLY O ~ ~ O DARDS A OR DISTANCE ~ ~ m ~ ~ ACCORDANCE WiTH THE CRY OF DURHAM SPECIFICATIONS OF THE POINT OF CR IN .
~ , 49 i : ~ , ~ ~ / 30 PU SAN PUBLIC 1 ~ ~ , i ~ E 3 DRAINI~E EAS ENT ~ a ~ ' AN IN OSS G 1 _ _ , , ~ D STAI.LATION REQUIREMENTS FOR THE PIPE MATERIAL 13( SELECTED,
~ ~ S ENT 95 sI ! t r CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY 18 ~
~ ~ ~ 50 64 59 r' O O ~ ~ s t `0E 10. CONTRACTOR TO COORDINATE ACTNm FOR A WATER MAIN TO CROSS UNDER A SEWER, 80TH THE WATER MAIN ~ ~ ~ WfiH AND THE SEWER SHALL BE CONSTRUCTS
/ (r ` y i 51 ~ 18' COMPANIES INVOLVED IN ANY RELATED RELOCATION {I.E. D OF FERROUS MATERIALS AND o ~ H~ . , WITH JOINTS EQUNAL.ENT TO WA R MN
O / 96 tf f ./A~ APPROX. } ~0 ~ ~ _ O ~ POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.). ~ N STANDARDS FOR A DISTANCE ~ ~ I m' OF 10 FT. N 17 ~ 0 EACH SIDE OF THE POINT OF CROSSING. A SECTION OF O q
f ~ V ® ( ~ 2000 FRDM f ` ~ ~ S.R. 1959 ~ , ~ ~ 52 ~ z,' ~ 11. CITY OF DURHAM CODE REQUIRES PR WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING. ~ W r` ~ , ESSURE REDUCING ~ E~ ~
~ ' ~ ~ ~ i $ ~ ~ ~ - - ~ 7 VALVES BE INSTALLED FOR ALL SERVICES WITH A STATK; ~
~ ~ ~ ~ ~ i 97 o o 3 1 ; WATER PRESSURf GREATER THAN 80 PSI. CROSSING A SEWER LINE OVER OR UNDER A STORM DRAIN. WHENEVER 16 i ~ R IS NECESSARY FOR A SEWER LINE TO C A ~ ~ ~ O ROSS STORM DRAIN PIPE
~ _ ~ ~ ~ i I - 54 ~ ~ ~ / ~ ~ { 12. WATER METERS SHALL BE LOCATED JUST INSIDE THE THE SEWER LINE SHALL BE LAID AT SUCH AN ELEVATION THAT THE ~ O
~G .o - - - ~ ! R/W LINE. IN CASES WHERE A SIDEW OUTSIDE OF THE SEWER LINE NEAREST TO THE OUTSIDE OF TH ~ ~ A ~ I ~ ALX LS ALONG THE E STORM
x, w' i ~ ~ lT E ~ ~ , 5s ~ O ~ . zosa9a~ I 1 ~ ~~~tiFFER i O tI roc - ~ ~ ~ a . ~ ~ ~ ~ ~ I ~ i R/W LINE, THE METER SHALL BE PLACED EITHER IN THE DRAIN PIPE SHALL MAINTAIN A 12 IN. CLEAR SEPERATIOtI DISTANCE OR E "'1't`j 15 ~ ~ ~ ~ G>rl O SIDEWALK OR JUST OUTSIDE TH THE SEWER LINE SHALL BE CONSTRUCTS
P ~ O 98 ROPOSED 5 SIDEWALK DETENTI~i PON 0 C O ~ E ROW LINE. 0 OF DUCTILE IRON PIPE OR ~ x i ~ ENCASED IN EITHER CONCRETE OR DUCTILE IRON PIPE FOR AT LEAST ~ ~ ~ E~
r ~ ~ ALONG LUMLEY ROAD FRONTAGE I ~ PUBLIC DRAT ~ ~ ~ ~ NAGE ~ 5 Fi. ON EITHER SIDE OF THE CROSSIN ~ ~ ~ ' ~ G. r~ rl 4
~ I ~ ~ EASEM -WIDTH 14 3~ ~ Q V
~ 100 YEAR FLOOD PLAIN I . ~ • ~ VARIES elf r t - ~ ,r,,;- ~ ~ ~ D ~ J ~ x O ~ ~ ~ FF^^ vi
< ~ 1 ~ ~ (ry ¢ 1• ! ~t w~
f ~ +N ' ~ ~ 100 GREENWAY EASEMENT ~ r F i ~ F ~ ~ ~ t f i W D
# 4 TO BE DEDICATED AT 11ME OF • 'ti.,, y~ 1 a ~ ,r ~ ~ ~ 13 1 ~i o ~ 8„X6 TEE E ~ l~ 1 a ~ c~
FlNAL PLAT. HATCHED PORTION r,~ ' ~ ~ ~ # OF EASEMENT ON CENTERPOINT •r F B GATE V ~ ~ ' 1 ~ - ALVE IN ~ ~ ~ ~ , . .
P ~ PROPERTY TO THE WEST TO BE ~ ; ~ U DRAT ~ ALVE BOX ~ ~ i f W
~ ENT- { DEDICATED PRIOR TO CERTIFICATE !r 11 V ~ ~ OF OCCUPANCY AS DESCRIBED ON • ARIES ~ ' 6 GATE V ~ ~ , ~ - { ? ALVE IN FF 1 t~' z; A VALVE BOX _ f ' ' J
~ ( SITE PLANS FOR DEVELOPMENT EXISTING • ? ~ ~ - f t~` i r N j i) ~j
~ - ~ ~ I . o ~ ; ~ >f ,t
I: 1 ' -w~ " ~ " 744
j ! N.C.GS SPA.LWAY ~ NAD dT :.f ` ------h3~11' E PU DRAI i ° ~
K>h GFdD AO01lfDS f ' f ~ #k ~ t N~78~375514 \ ~ _ i ~ ~ -"r~~ S ~ E ~ w _ ENT-WI TH J ~ t
# i f Z04},903.8JG x ~ { ~ r y ~ ' ~ ~ m I k...•-^S" ~ J r. f 7 ® J ` Q
f ~1, ? ~ O 9 8 / f ~3 { O ? 10 ~
O 3 J 11 O ~ m t f 12 ~ k~ O i ~ K O
a,,,.' ~ ~ ~ ~ ti„ ~ 0~ F t ' ' I
~ ~ ~ , ~ AR, a ! ~ Ci 5p C '
#~RENNWL sTREAM~ ~ ~ (TYl~cal) ~>c ~~~t. _ • ~ f 16'X8 TAPPING
, . ~ ~ ~ j i SLEEVE ~ VALVE ~ ; t` ~ IN VALVE BOX 3` #
~ 50 NEUSE STREAM ~ ~ ,t,
BUFFER ON 3 PERENNIAL STREAMS ~ ~ , sAN. SEWER ~ f ~ ~
~I~-) ~ MAN LE (rrP. ~ W,
•w, P 1 }
z. ` ~ 1 3 ~ ' a d s ~g,~`ti ~ 1 ~ I ~ BORE & JACK N s.~ 1 I ® f=~ ~ U DER a
' f T.W. ALEXANDER FOR s' ` ~ PUB IC DRAI r ~ " W
; . . ~ Eti r 8 /L CROSSING ~ EAS ENT-W TH ~ '
• 'y . ~ ` ~ VARI S f` i~ ~J
fir.. ~ ~ ' r` ~ `Z, r 1.
~ ~ ~ 1
~-a
UTILITY LEGEND ExIS11NG 100' GREENWAY . ~ 1 ~
EASEMENT DEDICATED ON 12/6/00 AS PART OF ~ , / /
a CENTERPOINT OFFICE Y FlRE HYDRANT A ~ YARD U WETLANDS SSEMBLY GHTS DEVELOPMENT PHASE 1. • 1 ~ APPROX. 1335' Q ANDS ~ ` FROM S.R. 1959
(PB 151, PAGE 15 ~ 1 ~
~ ~ SIAMESE CONNECTION ' "CAUTION" TAPE c°v * LIGHT POLE . 7 ~
N ~ WATER METER
N . ~ ~ r
~ N WATER VALVE `V POWER POLE f m roZ . ClTY !}F DURHAM ,
ti ~ ~ ~ ~ METER & VAULT N LINE BREAK SYMBOL T ~ , ~ PUBLIC WORIf~ DEPAR ~t~E~iT
~ ; ~ ~ - APPROVEfl -
~ Q BACKFLOW PREVENTER WATERLINE ~ n ~ ~ 7 ~ oL y+` ,r %t ~ ~ ENGINEERING DAT"t
REDUCER WATER VI 3 MIN. SER CE LINE 1•' ~ ° STORM WATER DATE
0 / ,~,f~ .TRANSPORTATION DATE
PLUG UTILITY SLEEVE m 3' ~ DATE PR0IECT N0:
3 R W LINE ~ BLOW-OFF ASSEMBLY SANITARY SEWER ~f. f Mir--o~o~q
~ "C T - LINE TABLE DATE ~ ~ C~1H01Q10-~U
~ SEWER SERVICE LINE AU ION TAPE o SANITARY SEWER MANHOLE 24" G & G LIr' UNf BEAR/N6 DISTANCE
L -G-G-G-G- GAS LINE L L 1 S 77'47'33" E 56.28' 6 f u~a~ " i ~ ~ JMF L2 S 7T40'35 E 5Q.69 . ~
L ~ • SEWER CLEAN-OUT p~ nl nUFRUFnn IInIIN r L3 S 76' 19 26" E 49.81 ' naa~a arr'
L5 S 73'5144" E 50.44'
o UE UE UNDERGROUND ELECTRIC L CD m GREASE TRAP L L6 S 72J4'05" E 57.30' sc~1> ; 1" - 10Q'
- UTILITY SERVICE BACKFILL DETAIL _ T-T-T-T- TELEPHONE L L7 S 49'28'00" E 41.28' L8 N 783325" W 35.87' DATE: r27r02
s SEWER F 1. WHEN INSTALLING UTILITY SERVICES, BACKFILL L LOW DIRECTION EASEMENT LINE THE TRENCH AND COMPACT UP TO 18" COVER. L9 S 70'30 15 E 35.87 GRAPHIC SCALE
ARROW THEN LINE THE PERIMETER OF THE TRENCH WITH CURVE 100 0 50 100 200 ~T NO. CURVE TABLE
c C "CAUTION" TAPE. BACKFILL THE REMAINING POR110N kiw% C-4 CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG
ro OF THE TRENCH. Cl 28'00'03" 1085.92' 530.70' 525.43' 270.76' N 61'13'14" W 1 inch = 100 ft.
X FILE G£ aMeADAMSI
FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION

]f jj(( j4 3 ~ t S~ t ~ ~ O ~ ~d ~ .oo
~ ~ ~ 'O i ~ x x ' ~ CENTER OF
f~ 1 ~ ~ ~ 11f Wk, N ~ STA.9+29.39 ~ ~ 1 BLOWOFF ~
~j ,1, V ~ ASSEMBLY (TYP. ~ '
{ ~ \ SSMH STA. 9+29.39
J@ Ot CI D2 CI D3 .r . ~ ~ s
RIM-368.50 T/C-369.70 /C-369 5 q, INV.IN=366.10 INV.IN=365.70 INV.OUT=366.25 J _ / ,
~J INV T= . t INV. IN=365.70 1 . OU 366 0 - ~O
_ € . INV. OUT-365.70 I ~ q I ~ 1 }
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. ~ [ 1
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UBLIC R \ ~ ~ ~ W W
• 10'x70' SIGHT '4 -
12"x8" TAPPING ~ TRIANGLE (1YP.) o SLEEVE & VALVE i - _ 8 OIP W/L 2+00 ' ~ PC ` $+60 .79 ~ a
---t------- _ + _ 0~ i a
m ~ PUBL ~ PUBUC STORM FlRE HYDRANT ~ SAN. SEW. SERVICE (TYP.) CI B3 CI B4 CI 85
DRAM DRAINAGE EASEME ASSEMBLY (TYP.) ! o ~ WATER METER TYP. ~ STA. 3+72.81 STA. 5+87.82, LT. STA. 5+87.82, RT.
! ~ 0 WIDTI WIDTH VARIES - ~ ti ( ) T/C=373.90 T/C=369.95 T/C=369.95 - - -
f ~ ~ I~ L 4 PUBUC STORM INV. IN-370.32 INV. IN-366.28 INV. OUT-366.50 8+03 22 LF 15° RCP- INV. OUT=370.22 INV. IN=366.28 " yo, DRAINAGE EASEMENT '4 ° 1 - INV T=
@ ~ d 4 ' i ~ ~ ~ ~0 4 1 1z:,. ~ ~ ~ 0 2 LF 42 LF 15 RCP~• M WIDTH VARIES ® .00~ ~ . OU 366.18 18 PUBUC STORM
I ~ ~ f ~ ~ 1.0041; ~pyw ~ ~ I~ ~ 1.0041;
§~9 I N h ~ 214 LF 15" RCP DRANAGE EASEMENT CI B6 CI 87 CI 88 ®1.84x ~ STA. 6+93.00 STA. 7+78.24, LT. STA. 7+84.57
N a ~ ~ X ~ ~ T/C=366.49 T/C=365.29 T/C=365.30
~ ~ PREFORMED 1 a. • Q~ U 0 74 LF 15" P ~ INV. IN=263.00 INV. IN=361.80 INV. OUT=361.85 A ~ ~ INV. OUT-362.95 INV. IN-361.80 . \ Q G ~ FEs
SCOUR I I I H I SSMH, STA. 3+05.33 6 RT. LL,, C 1~ 1.55% ~ 9 ~ U + " ? ~ ~ INV.=360.46 y INV. OUT=361.70 S o
E OLE Q R ! ~ ~ / 8" W/L TEE \ P jI 97 LF 15 RCP 1 8j,~ ~ 8 R C ~ 3.28 ~ ~ Cp
1I i f~ ~ » ~ ~ ; € ! 8 G.V. ~ cl Bs 0!p W Q ~ ~ ~ p \ STA. 7+78.24, RT.
~ ` ~ ~ ~ fi G.V. 5' CONCRETE ~ ~ ~ $ ~ ~ T/C=365.27
N . ~ ~ ~ ~ ~ ~ ~ sA ~ ~ , ! 8"x6" REDUCER ~ . SIDEWALK ALO G ~ ~ ~ ~ ~ o ~ ~ \ ~ ~ INV. IN=361.48 SSMH, STA. 7+57, 6 RT. ~ ~ ~ ~ ~ INV. OUT=364.38
LUMLEY ROAD ` ~ ~ \ o FRONTAGE [ ~ ~ Q~~~, , STA. 3+23.99 SAGE USH LANE
' \ =STA. 0+00 CEDAR GROVE DRNE 22 LF ~ ~ I 22 LF 15" RCP ~ ~
" ®1.0t _ ~ I ~ TEMPORARY 1 BLOW ® 1.OOX ~ ~
OFF ASSEMBLr ' I
SSMH, STA. 6+16, 6' RT. „ \O~ NCDOT 6~ CLASS "B" RIP RAP ~ V s Lxs wX22 IcK
I ! 1 25 B-B ~ ~ ~ ~ to NOTE:
I ' • I ~ , ~ ! ~ . 1 SSMH, STA. 6+89.30, 6' RT. \ ~ POLAR COORDINATES REFERENCE
~ ~ I. \ ~ CENTER OF CUL-DE-SAC I 30 PUBUC SANITARY ~
~ ~ ~ ~ . 1 SEWER EAS ENT
, , ; l 1 ~
3sa 390 TBM R/W DISC
N=790175.318 E=2049967.148
ELEV.=356.82
SEE SHEET C-1
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380
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370
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m 3 5+00 6+00 7+00 8+00 9+00 10+00
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0 n ~~IUt~UII PROI$Cf N0. 1i 11 SfIEET N0.
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THE J UNIN X. MCADAM;!i CARS
MIH01010-P1'fi
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S AL ` DRAWN BY: NT PER CLIENT 11-02 HOMES, TIC.` KAS
ENGINEERS/PLANNERS/SURVEYORS 464
-1Q 02 1 4D, 2 4020 WESTCHASE BOULEV ARD, SUITE 190 RESEARCH TRIANGLE PARK, NC , S CROSSING LMcADAMS ad SAGEBRUSH LANE STA. 0+00 TO STA. 9+29.39 4. axurr Wore:
5-15-0 RALEIGH, NORTH CAROLINA 27607 E vsge. sew 1h 4~ 1; P.O. BOX 14005 ZIP 27709-4005 , P "E-
J `too rt}11 *ti~ DM: REVISIONS DATE [phone] csI'D 3'27-02 DURHAM, NORTH CAROLINA -oz
X

- PUBLIC STORM ~
LC~Y ~ i~L: ` M NT ~ , ~ .O DRAINAGE EASE 40 PUBLIC R/li •o WIDTH VARIES ~ i ~
` " " 93 LF 18" P SS H i ~ 8x4 W/L TEE A. 6+ ~ ! ss H y ~ ~
~ < ' 8" G.V. 0 0.97 ~ 76 LF, 16' SPAN x5' RI
4 4" G.V. ~•o~ 31 LF 18" R I ~ 31 ` . ~ CON/SPAN BRIDGE (69' KEW)
` =STA. 0+00 WHITE DOVE ROAD `0 0 1.29X ~ < ~ ~ I (STRUCTURAL DESIGN 0 BRIDGE ! I BY OTHERS). MAX E OF TOP !
PU C STORM 5+33.98 CEDAR GROVE DRIVE ~ BU I j OF CON/SPAN ARCH= 65.00 CI A6 CI A7
~ DRAINAGE EASEMEN~ 10'x7O' SIGHT I ` I ~ ! STA. 5+65.60, lT. STA. 5+65.80, RT. ~ t ~ BRIDGE = STA 6+9E.78 ! T/C=368.50 T/C=368.50
WIDTH VARIES , TRIANGLE (TYP.) ~ " R p ! INV. IN=364.10 A14) INV. IN=363.60
CI B1 CI Al CI A2 117 LF 15" RCP 4 I o ~ 223 LF 18 C .e 0 0 2 8711 INV. IN=364.10 A5) INV. OUT=363.50
STA. 0+45.21 STA. 3+82.96, RT. STA. 3+82.96, LT. 0 2.07% ~ ! INV. OUT=364.00 I ~ ! ! ``a
T/C=373.55 T/C=371.67 T/C=371.67 INV. OUT=371 5 INV. OUT=368.50 INV. IN=368.10 ~ 00 5 CONCRETE SIDEWALK !
• k INV. OUT=368.00 5'~ CONCRETE 5 ~ - ' - kY' ~ At t Ci A12
SI ALK TYP. 25 LF ~ ( ) 1 ! . 8+72.17, RT STA. 9+41.17, RT 8"x8" W/L TEE ! ~ * T/C=378.35 T/C=382.58
CI B2 CI A3 ~ ~ 18 RCP s ` ~ry STA. 0 34.52 STA. 4+99.48, LL 30" ROLL CURB ~ ~ 0 6.OOX~ rnry 8 2 8" G.V. W X 'w~ N INV. IN=372.10 A10 INV. OUT=379.00 ~ A
T 073.05 T C=36$.96 AND GUTTER TYP. ~ ~ ~ ( 'w INV. IN=374.00 A12 yp " . 1 ~ I INV. OUT=372.00
INV IN=370.84 INV. IN-365.60 FIRE HYDRANT ~kQ03oe ~ FES ~1 ' /
I .OUT=370.74 INV. OUT=365.50 ASSEMBLY N39 ' INV.=362.00 I ~ SSMH, STA. 5+29.31 ~ I ~ ~ i~ ~ 1 =STA. 0+00 BEA R CREEK LANE a` i ~ ' / ~ ODxB ! t ~ ~ ` STA. 9+06.69 C AR GROVE DRIVE CI A13 CI A14
d ' ST R I ' ~ 18 PUBLIC 0 M y ~ ~ ! STA. 8+72.17 LT STA. 6+52.59 LT 69 LF 15 RCP ~ ~ >
1~ 4 ' DRAINAGE EASEMENT s ~ 0 7.25 ! T/C=378.35 T/C=369.29
i" • ~y q 'a~~, ~ 1 " n " a \ N +y 3k0 31 LF 15 RCP NCDOT ~ 13 DUl CLASS B RIP RAP / I,~ ~ i INV. IN=371.60 INV. IN=365.10 ' t i 30 LF 15" RCP / ~ t C INV. OUT=371.50 INV. OUT=365.00
V ~ O ~ 1.29% 12 Lx7 Wx22 THICK ~ ~ g 0 1.33% ~i D ~ ~
g ~ ~ ~ c ~ a ~ ~ $ ~ 1 0 t ~ SSMH, STA. 7+52.81 ~ .Zi ~ s0' G
~ti < ~ g ~ ~~4 T ~ ~ 0 SAN. SEW. SERVICE t • o ~6b A t b 30~ ~ Y ~ N F,Z rl
~ , ti ~5 c ) 0 ~ ~ ~ WATER METER (TYP.) ~ ~ ~ ^ D ! DURHAM ~ ~ a~ 8• CITY OF
tS V~" 00 O 1 t ~ ~ ! i " t ~!p TEMPORARY slow- PUBLIC WORKS DEPARTMENT
y` ~ PUBUC STORM 1 W~( VED - ' t DRAINAGE EASEMENT tt~~ OFF ASSEMBLY - APPRO
~ ~ ~ f F+ o DOX / 72~ aL 1 t WIDTH VARIES n1o t~. ~t AIR RELEASE ALVE ! ENGINEERING ~ DATE
' r i ~ ~ k ~ t h a' 9£x ==r;~. ~ 1 ~ ~ 0 . RM WATER DATE t t EXISTING SSMH ~ ~ 0 TO
~ ~ 30 PUBLIC SAN. i ~ S ER EASEMENT t STA. 7+23.33, 23.13 RT O
~ ~ t~ _ FlRE HYDRANT CDRANSPORTATION .DATE MAIN TO BE ~ t ~ ~ _ ASSEMBLY (TYP. ~ X
d , ~ ~ i • a ~ ~ t ~ ABANDON V ~ 6CZL+0 - ld ~ DATE ~ t ~ LINE IS CONSTRUCTED \ ~ ~ 'ti
O 0 A• ~ 0 SSMH, STA. 1+51.54 ` 1k 1 , , ' ~ t SAND IN SERVICE ~ 3~ 00~t DATE ~ ~ ~ W a ~ ! m ~e~
de ~ 4 . ~'ic. 1 ~ ~ ~ ~ ~I E i 4 ~'a p
~Q , s~ + ~ Q +o k 4 tt ~ Q, I + SAN. SEW. SERVICE ~ 4 o I (M'•) (.ty'• I 00 o i WATER METER (TYP.) SSMH, STA. 10+29.33 `
~ o ~ ~ ~ ~ o " ~ ) W ~ I I
31 LF 15 RCP 0 1.OOX ~ ~ ~ d ~ ~ ~ ! ~ i /
~ ~ ~ ! ~ ~ ~ _ W
8" W L TEE ~ ~ ~ „ / ~X 8 G.V. 1~ ~ ~ ~ SSMH, STA. 11+34.33 a ~ ~
8"X6" REDUCER ~ ! 3 ~
6" G.V. ~ i I ~ ~ I w c TBM ~ ! it I •o+~ I ~ R/W DISC
~ . - ~ ! I ~ ,y s N-790175.318 ~ ~ ~ ~ p ~ E=2049967.148
Q =STA. 0+00 CEDAR GR DRIVE ' q STA. 4+41.78 SAGEBRUS E ~ ~ ~ V ELEV.=356.82
\ R> Q ~ _ SEE SHEET C 1
l
M ~p
390 39001
- N ~
lil U
U
380 380
370 370
0+00 1+00 -
I 360 t 360
q2, T
A'0FR d
Y
~ }pp 36' O
N
~ Tqp FR
N ~ 0
cmu N ~ rn n•
~ ~ 350 350
~ ~ ~ ~ ~o ~ ~ ~ ~ ~i/ OOxg raj m M o M ~ M n ~ ~ r1 ~o f~ 'd ~A aD t0 0~ ~ ~ ~d ~ M d' ~ O~ ~ GO O N
~o o ~ ao ao m n r n ao rn ~ o ~ ~ ~ o 00 Of O O ~ n Ip t0 ~ ~ N M ~ fC ~D tU tp if1 ~
m 2 ~ ~ vi .f .t n n n ~ ~ ~ ~ ~ 10D0 3 ~ M M M M M M M M M M ~''1 M t0 tD ~D I~ r r h n ~ OD 00 ~ O CO OD M M M M M M M M M M M M M M M M M M M
a 4+00 5+00 6+00 a 2+00 3+00 •00 7+00 8+00 9+00 10+00 11+00 12+00
0 0 FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
_ _ _ z_ _ _ _ _ y : ~ - - - - - - SHEET N0. -
O vntr+t. a _ THE 1 - ;
WHO 5 WHO
/1 ENS BY: m PER DURHAM -2Z=9 NY W P o ALEXANDER
_ ROAD REALIGNMENT PER CLIENT -11-8 M `-INC.
3 TNEERS/PLANNE`
2 PER DURHAM - -1-0- 0 4020 I~EST~ I~#~ARD, . 190 /~[I /r7 ~J ARCH TRUNGLE P-_ n ==~CROSSING MADAMS
1 PER DURHAM -15- RALEIGH, NORTH ~flLINA 60_ _ _ 1 , BOX 14th _ ZIPr9 rtiP,,a, P a P6VTT DATE:
DURHAM, NORTH CAROLINA
REVISIONS DATE ~~19) 36i- ;Ire 3-2 1 X _

CI C7 DI C8 ~ CI C9 CI C10 CI C14 CI C15
CI C2 CI C3 C4 C4 DI C5 CI C6 STA. 14+36.13, LT STA. 14+36.13, RT STA. 15+59.41, RT STA. 16+70.86, 110' RT. STA. 16+70.45, RT STA. 19+03.12, LT STA. 19+03.04, 112 RT. STA. 19+03.12 RT STA. 20+16.88, RT STA. 21+69.33, LT S1A. 21+69.33, RT
T/C=376.44 T/C=376.44 T/C=371.86 T/G=368.20 T/C=369.00 T/C=365.23 T/G=365.50 T/C=365.23 T/C=363.88 T/C=361.92 T/G=361.92 INV. OUT=361.73 INV. OUT=362.00 1NV. IN=360.73 C6 INV. IN=359.28 INV. OUT=358.42 INV. IN=356.72 C13
INV. IN=370.35 INV. IN=369.95 INV. IN=368.38 INV. OUT=365.50 INV. IN=364.70 C4 INV. OUT=370.25 INV. OUT=369.85 INV. OUT=366.28 INV. IN=364.57 C5 INV. IN=361.42 C7 INV. OUT=358.18 INV. IN=358.12 C14
INV. OUT=363.82 INV. IN=361.03 CS INV, OUT=356.62
~ - INV. OUT=360.63 - I ~
R PUBLIC STORM t _ - ~ I
~ DRAINAGE EASEMENT _ _ \ Y I
- WIDTH VARIES 1 - ~ ~'c i , \ ~ $ ~ _
- _ ~ I U o ~ I
l ~ ! ' ~ , 1 STA. 0+00 STIRRUP LANE _ I p
1 i ~ ~ ! N ! STA. 14+01.71 CEDAR GROVE DRNE \ ` Z ~J Y.
Q+ ~ W W 1 ' ~
a', ?.y O 3 r- m 1 ( W ti ~
8"x6" W L TEE ! / g ~ R D 8 G.V. W BOX 'o i
E " / ~ ~ SAN. EW. SERVICE (TYP.) GR 6 G.V. W BOX FIRE HYDRANT R/~ m ~
R METER (TYP.) D ~ ASSEMBLY {TYP.) ~ ~ E 50 P ~ ~ ~ r- I.()
so x7o slcHr TRIANGLE {TYP.) i 1 ~ .
8, DIP W L I ~
- ,az'lL " RARY 1" OW-OFF ~ FIRE HYDRANT 1 WATER METER (TYP.) I`~ ~
0o ti 8 SS ,sons 8 DIP W L BLY v- ASSEMBLY (TYP.) ~ ~ BLY (TYP.) SAN. SEW. SERVICEI (TYP.) o` ^ S"x6" W/L TEE ~
- 00+ti - ~ SMH, STA. 15+79.33 O 8" S ~ ~ I 8" G.V. W/ BOX °0''6~ 5' CONCRETE "
5 m ~ ,.5 ~ - CL+' i 6 G.V. W/ BOX i A NP ~ 8 SS D s DEw LK ( ) AR Q
6 ~ _ ® oo b d o2~ Ro ~ a~ ~ v ~ ti ~ ~ MH S p D SS , sra 20+56.33, 7 RT SOU ~ „ R. k ~
~ SSMH, STA. 13+24.02+ " 5' CONCRETE LIC R ? o ~ C - ~ 31 LF 15 RCP " ~
M 30 LF 15 RCP r. SIDEWALK _ - SSMH, STA. 14+06. ~ 1.OOX ~ '1-~ ~ " @ 1.00% o " 30 LF 15 RCP + 5g `
u " + po +Ll ~ 118 LF 15 RCP + 30 ROLL CURB ~ 1.00% ~
x a ®1.25X i s, 8" DI N AND GUTTER (TYP.) ~ i 30' PUBLIC SS m roc P WIL N ~ ~ EASEMENT OO+g,~ ~ - _ rn
V " s 1? 30 ROIL CURB PUBLIC STORM ~ i _ m SSMH, STA. 23+21.42, 7' RT
~ ~x'~ AND GUTTER (TYP.) ~ DRAINAGE EASEMENT , _ << a WIDTH VARIES
o i~ I -t_ , SS _ z2 ~ ~ ~"-f-.
~ k I I I 30" ROLL CURB W O d p 1 O I I 103 LF 15 RCP O ~ O~ ~ AND GUTTER (T1'P.) W o _ 8" SS SSMH, STA. 21+90.33, 7' RT ~ ~ ~ ® - ~
~ ~ A 3.48% + MH, STA. 17+84. _ FES C16
~ ~ SSMH, A. 11+34.33 ~ 6x ~ ~ V ~ N ~ ~ 232 LF 24 RCP 1 1 STA. 22+24.06, 44 RT. ~ ~ ®3.48 114 LF 24" RCP ~ ~ INV.=352.50
~ ~ ~ 0~ ~ H W ~ ®1.18X
Q ~ 0 ~ ~ ~ xy ! ~ ~ E" ~ Uj 97 LF 18 RCP ~ ~ 75' LEVEL SPREADER Oj i x7 67 LF 30 RCP I ~ 0 0 SIGHT
~ ~ ~ ~ ~ ~ ti I ® 1.00 " .~a~ FIRE HYDRANT @ 6.15 ? 0.5' DEEP I TRIANGLE 33 LF 24 RCP ~ o/ Q, ,lb.L8N ASSEMBLY TYP. ELEV. 252.00
/ ~ a ~ Q, ®1.21 ~ ( ) i ~ 1 119 LF 30 RCP
1 STA. 0+00 MUDCAT LANE _ @ 1.03
I I 93 LF 15" RCP PHASE LINE N W STA. 20+51.45 CEDAR GROVE DRIVE 23 LF 30 RCP ~
® 1.00 18' PUBl1C STORM 18 PUBLIC STORM @ t.00% ~ ~ ~ ~ ~ DRAINAGE EASEMENT ~ \ PUBLIC STORM P~ 18 PUBLIC STORM ~
~ ~ RN ~ ~ D NAGE EASEMENT 65'0$+ _ a DRAINAGE EASEMENT RAINA M NT a 0_ 0 ro WI D GE EASE E ~ ~ , , V DTH VARIES ~ ~ NCDOT 23" DIA.
~ ~ ` t
1 t H ~ I CLASS "2" RIP RAP 1 1 " ~ ~ I 25 Lx12.5 Wx27 THICK ~
• t _ ~(1 /'1 ~ ~ - U a ~ i
,~G A"
o d~
m
o~ M 390
DESIGN SPEED =
HIGH POINT ELEV = 386.5 - HIGH POINT STA = 11+02. TBM
PVI STA = 10+54.31 R/W DISC N=790175.318
PVI ELEV = 390.50 - E=2049967.148
A.D. _ -10.51 ELEV.=356.82 SEE SHEET C-1
K = 31.39
330.00' VC
380 380
MPH
59.50
+04.66
.31
00
370 - 370
360 360
a
Y
N O
O N
ti
ti
m
cu
350 - - 350
O N O M O r ~ ~ O h ~t ~ m m N N N N M a~ N N d' ~ O r h GO O O M iA O N Of m O f~ O r eF ~ N N ~ ~Y ~ ~ iA ~ Z Z tp tD t0 c0 ~ N O O ~ ~ M O r- - N Of tp O
~ d' M N O O DO m N sh M N ~ ap I~ h t0 tC tC IA ~ ao ao m m r r r h r r r ~ m m m m m m m m M M M M M ~ M M M ~ M M M M M M M M M M O ~p ap ~p ~p ~p M M Mj N N O O O Ol Oa M M M M M M tD ~O ~D ~D t0 t0 tp t0 (0 (0 O N M M M M M M rI M ~ M M M
m 3
D 12+00 13+00 14+00 15+00 16+00 17+00 18+00 N 19+00 20+00 21+00 22+00 23+00 = 24+00 INV. OUT=348.00
a a
0 FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
0
° _ nsmi~rnn_ _ ...3w~u. PRO Z30.. ?/1tJ~n1n1n n~ n sxE~r rro.
(j 1J111YL1L' H '
THE JOHN R. ~i ,,,,,••S'I,'+mm-vrvrv 1? , If4 ii 0 5 MIti01010-PP2
o Q B'1': PER DURHAM_ 7-22-02 I SCHOTTENSTEIN COMPANY, INC. a BGS -PP PLAN & PROFUZ ALEXANDER ~
o : KAS
~ 3 ENGINEERS/PLANNERS/SURVEYORS ROAD REALIGNMENT PER CLIENT -11-02 DOMES, INC. [DAAnT: L ` ot CEDAR GFJNE DWVE STA. 124W TO -STA. 24+00 CROSSING MADAMS
2 PER DURHAM -10-0 1" = 49' 4020` WESTCHASE BOULEVARD, SUITE 190 RESEARCH TRIANGLE PARK, NC v
t NE t.- . RALEIGH, NORTH CAROLINA 27607 •,~Y 1~ 4, 1 PER DURHAM 15 0 - P.O. BOX 14005 ZIP 27709-400 p`I `PRINT DATE:
~2 DURHAM, NORTH CAROLINA
REVISIONS DATE (919) 361--5000 3-27-02 X

NOTE:
CI E1 CI E2 CI D2 CI D3 CI F1 CI F2 CI A4 CI A5 CI A15 POLAR COORDINATES REFERENCE
STA. 24+16.75, LT STA. 24+16.75, RT STA. 26+45.01, lT STA. 26+45.01, RT STA. 30+36.06, LT T/C=359.57 T/C=359.57 T/C=362.76 T/C=362.76 T/C=365.03 f0+36.06, LT STA. 30+36+06, RT STA. 0+38.35, LT STA. 0+38.35, RT STA. 0+44.14 CENTER OF CUL-OE-SAC (65.03 T/C=365.03 T/C=368.73 T/C=388.73 T/C=368.82
iNV. OUT=356.00 INV. IN=355.69 INV. IN=358.43 INV. IN=358.03 INV. OUT=362.50 IUT=362.50 INV. IN=361.60 INV. IN=365.59 A3} INV. IN=365.25 INV. OUT=365.57
INV. OUT=353.40 INV. OUT=358.33 INV. OUT=353.60 INV. OUT=359.50 INV. IN=365.49 A15) INV. OUT=365.15 INV. OUT=365.49
i` j 1f~.1 ~ ~ ~ ) m ~ ~ ~ 10'x70' SIGHT
~ ( ~ TRIANGLE P. ` F. r ~ t Q (n ) ~ . r I , Q'i I 1 1 t~
'E ~ i i I i A I € ~
~ l ~ w W ~ f ~ 7 # 7 \ I I '~l { ~ ' ~ i Wa r
~ 1 ~ ~ 1 f ~ ~
i , s t f i ~ t ~ # i _ _ _ _ _ U ~ PUBLIC STORM ~ ~ ~ . { 1 ~ i ~ as a DRAINAGE EASEMENT
i , ~ s SAN. SEW. SERVICE (TYP.) t~ i BO & CK UNDER t Oa - WIDTH VARIES r ~ ~ ~
FIRE HYDRAP .I ~ WAT R M R T.Wi ALE ND DRNE f ~ ~ ~ " FIRE HYDRANT ; i 1 " f i ! py I ~ 4 LF 15 RCP SSMH STA. 1+01.19, 5 LT
~ f 30 PUBLIC SANITARY E ~ ( ASSEMBLY (1 ~ SEWER EASEMENT 30 LF 18" RCP ASSEMBLY (TYP.) f 0 LF, B J DIP WITH 1 1 I ~ 2.OOX ~ 16 STE L ENCASEMENT I~E (x WHITE OVE RD.
~ ~ ~ ®1.33 ~ 1 i~ 3 I 4' i i { ~ ~ , 0 P LIC ft/1P
. ~ ~r~ ~ u r 16" 8" TAPPINGtV VE ~ Q t ~ ~ & LEEVE r W
~ ~ s 5' CONCRETE iv • •
~ ~ SIDEWALK TYP. W L WO t fir, SSMH, STA, 26+26.33 ( ) Q 8 DIP oo~ 5c a ao _ _ r 'r ~ ~t ~ ~ o ' , ~ ~ o CENTER OF SAC i STA. 1 +01.19
. R ~ o ~ ~ G RI r 1 , r ,1 1 " i } ( 1 33 LF 15 RCP I 1 1
~ ti g 11C ,zz ss ,m ~ Y ti ~ E .OE ~ , ~
C 50 ~p !ti INV.=349.03 ~ ~ _ ~ o OOtI ~ ' ~ _ F - -
, ~
G1 ~i xFIRE HYDRANT ~ „ " ~t ( , 7.33 r r r PC = 5+54,39 t
6~~ \ ASSEMBLY (TYP.) ~ •~k 4 SSMH, STA. 30+07.33 ~ \ 31 LF 15" RCP Y ~ - " ~ ~ ~ J i l ~ ~ ~ 1" BLOW-OFF
E ~ 1.0016 ~j ~ ` 15 ~ 30 ROLL CURB i i`s, 50913 AND GUTTER (TYP.) r. , r' ~ , r ~ l ASSEMBLY
~ ~ ~ 56~' 38 LF 18" RCP ~3 ~ SSMH, STA. 27+59.33 # r If # f ~ ~ 1 WATER METER
p N ®5.26X i 6 r. r ; i in ~ ~ ~ ~ STA. 31+ C AR GROVE R ~ ~ SAN. SEW. S IC (TYP.) ~ ~ , 3, DIVE ~ _ •
~ ~ ~xb ~ • 8" h 30 LF 15 RCP + ~ Z ~ DIP W L al 4 y ®1.001 ~N rra ~ 1 23 LF 15 RCP ~ ~ ~ ~ r i ; ~ 1 ~ 1.04X
i t DESDIGNA ~~T CONDmON ~ R
~ ~ u I ' / 'SEE SHEET Cr-17 ~ PUBLIC STORM >IGHT ~ { 1 \
ro ® + ~ ~ 36 LF 15" RCP' ~ I 1 10'x70' SIGHT 39 LF 15" ~ 00 Sz ~ , a ~ 1 TRIANGLE TYP. ®10.00 ( ) ~ 1 ~ ~ 1 ? r 44 LF 15" RCP DRAINAGE EASEMENT 6! 1.16X WIDTH VARIES
~ 10.00% . ~ ~ ~ l i rn _ ` _r_ ~ „ 18 PUBLIC STORM f; r`! i ~ ~ t ~ ~ ~ ~
18 PUBLIC ST ~ EASEMENT ,~j ~j r ~ u ~ ~ t 3101 \
DRA GE EAS NT ~ INV.=350.00 'r OF CULVERT ~ ~ r, d. f Jr.~ ~
30' PUBLIC SS STA. 24+40.23 ~1 PREFORMED ~ f~; EASEMENT ~ SCOUR HOLE trr t ~ f rr,} t~, ~ ~ rrF t ~ ~ ~z~ ~ ~
~ 11? i F ~ ¦ INV. 348.57 ¦ ~ ~ SSMH, STA. 25+ ~ DIA. F t t . ~ i ~ f. r 7 f ? ~'M i ~1 1 ~ ~ X t
~ . i, ~ r ~ ¦ ¦ ¦ ¦ ¦ ~ 2 7 • R~ ® X ~ ~ BUILD ON EXISTING 8 5S LINE , ! j t ~f ~ r ~ f~~ '9~ f' X ~ t
i~ ( , INV. 349. KEW T ~ ¦ r 1 r , 1 f t i J 'C4 / ~ ~ 7 ~ ~ / r ~ 1 ti p ~ ~ ~ ~
d ~ ~ 1 1 \ t ~ ~ I I I i ~
N OT DW ~ 4 ~ 1 ` ' ~ ~ ~ PR ORM (
SHE C-15 F DET S) ~ ' ~ t ~ f' 1 i OU ~
H ~ ~~t i ? ~ ~ ~ ~ f ~ ; ~ ~y
f t ! . ? r
~
380 I N P - P p 380 380 380 TBM
R/W DISC
~ _ N=790175.318
E=2049967.148 ELEV.=356.82
SEE SHEET C-1
t J
N
DESIGN _
LOW - _ O +
LOW POI
PVI
PVI - '
370 370 - 37 370
- -
" 1" BLOW-OFF
8 x4 ASSEMBLY
CONTRACTOR _
PLOWABLE Ft OF W L THAT
/ 3 OF COVER
8" SS
8" SS
360 360 360b 360
II
0
15 12" z
E
15
350 350 350 350
Y
W
7
N
O 4
N tT
In lP
N
O ti F
Ln (U -
340 U 340 340 4 30
O d' m t0 ~ O 00 ~ d' t7 O GO r d M 17 O O N Of QJ ~ ~ O rn r ~ 7 N cp O a0 N M r O r' ~ a~ Of O o uri coo
~ 0s of al Ol O ~ ~ N cV M M d' d ~ ~1 cp 1D to d' d' aD ~ <n tq If1 t0 ID ID ID t0 t0 tD !0 ffl 1D !0 (0 tD ID (0 t0 tD m m m °0 ~ c°'c
M M M M M M M M M M M M M M M M M M M M M m ~ M M M
3 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+OC 31+00 32+00 0+00 1+DO
N a
a 0
0 r, . _ s FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
S ++11)1111Ii PRIIJECP H0. 1 ~M-U~ H $ OWNER: f"-i1i111 FT'?T T T~ T ~l T T 11~T , T~ 11 X A Tl A 11,E C'~ _ ~t~. SHEET N0.
~ ~ T T1 ! T t ! TT\ T~ T~ ~1 A
PER DW 10-25-02 1 nn tj unity n. 1Vl(;~-lvaino \k\ UAROZ/0+p MIH01010-PP2
o ; 'p Q
PER DURHAM -2z-o M /I SHUTTENTN DESIGNED BY: ti y BGS 4 COMPANY, INC. Z PLAN & PROFILE ALriJXANljL?iK
L 5 f DRAWN BY: ROAD -REALIGNMENT PER CLIENT ~-11-02 HOMES, INC:
~ ENGINEERS/PLANNERS/SURVEYORS L KAS L 2 PER DURHAM ? -10-02 t~oRlx. SCALE: V' = 40' CROSSING JiMcADAMS CEDAR GROVE DRIVE STA. 24+001'0 STA. 31+97.22
L 4020 WESTCHASE BOULEVARD, SUITE 190 RESEARCH TRIANGLE PARK, NC R1;~ WFIPPE DOVE ROAD STA. 0+00 TO STA. 1+01.19 PRINT IYATE;
PER DURHAM -15-02 RALEIGH, NORTH CAROLINA 27607 - ~~T. scAis: 1 4,, 1 P.O. :BOX 14005 ZIP' 2'77Q9, 4005 N P. ~DATE: DURHAM, NORTH CAROLINA
REVISIONS DATE (919) 36'1-5000 ++3-27--02
X ~l .1

6 CI C11 CI C12 CI C13 CI C19 CI C20
DI A8 CI A9 CI A1O NOTE: CI Ct DI t7 CI C18 STA. 1+69.50, 45' LT STA. 1+30.21, LT STA. 1+30.21, RT POLAR COORDINATES REFERENCE STA. 1+50, RT T/G=380.00 STA. 0+92, RT. +92, RT. STA. 1+86.36, RT STA. 0+38.59, RT STA. 0+38.59, LT STA. 3+18.18, RT STA. 0+46.59, RT
T/G=377.80 T/C=377.96 T/C=377.96 CENTER OF CUL-DE-SAC T/C=375.64 INV. OUT=377.00 T/C=376.74 376.74 T/C=364.93 T/C=363.46 T/C=363.46 T/C=366.25 T/C=363.54
INV. OUT=374.87 INV. IN=374.37 INV. IN=374.04 ~ INV. OUT=372.14 INV. IN=372.73 C17) `J INV. OUT=374.27 INV. OUT=373.94 0 ` ~ INV. IN=371.26 Ct) N=372.73 C17) INV. IN=361.24 INV. IN=359.71 Ct t INV. IN=358.05 INV. OUT=362.55 INV. IN=359.78 V=371.26 Ct) INV. OUT=361.14 INV. IN=358.78 C10 INV. OUT=357.95 INV. OUT=259.68
INV.OUT=371.16 v i )UT=371.16 ` INV. OUT=358.28 .
~ ~ / iti 1 / i ~ ~ ~ a ~ ~
8»x8" W/L TEE ' ~ ~y, » "V 1~ b ~
(2)8 G.V. W/ BOX ~ ~ ~ 4 l b ` 1~ ~ 1~
y~' 18' PUBLIC STORM ~ ~ DRAINAGE EMENT ~ 1 TORN , i EMENT 1 ~ 1 i
~ ~ I 1 I ~ 119 LF 30" RCP t L
O \v Xo TER METER (TYP.) , I \ . ®1.03% t I
~ o `V ~ n SAN. S SERVICE TYP. 9 I PUBLIC STORM I I
Q o ~~yy,, ( ) ~ "V O ~y, DRAINAGE EASEMENT WIDTH VARIES ? I
"lJ i » O FIR HYDRANT i = 158 LF 15 RCP E cENr~ of snc PT 13+30.47 ®2.70.% SSMH, STA. 1+43.04 6' LT I \
ASSEMBLY (TYP.) ~ / sta 3+93.04 =STA. 0+00 STIR P E ~ FIRE HYDRANT
10'x70' SIGHT ~ ~ STA. 14+67.38 C G DRIVE TRIANGLE (TYP.) SSMH, STA. 3+93.04 ~ ~ ~ ASSEMBLY (TYP.) ~ ~ M s U DC
tio~ a SSMH, STA. 0+00 SSMH, STA. 1+50, 6' RT N AT 4 RT k SSMH, STa 0+07 _ _ ~ P NE SSMH STA. 3+84.54 6 LT
ti° w. o ~ ~ 6 RT o`' y ~ ' ~ 1 N SUPEREL.EVATION 2% " _ UBIdC , °0 23 LF 30 RCP R
, vJ ~ xo q ~6• I ® 1.00% 30" ROLL CURB - _ 2 00
~b ~ STIRRUP E ,0W + A I , AND AND GUTTER (TYP.) ~ 0 =ss5. o ~ - " p! R ~
~ D~ _ _ ~ 40 PUBLi ~ 18 PUBLIC STORM ~ - - 6"
~'s~, ~ DRAINAGE EASEMENT 3x » » ~ :°sZ a Ap o t BLOW-OFF 0 6 DIP W L t DIP ~ - - 1 - ,
~sb ~ / n 'SA ~ti`° ~,v r ASSEMBLY ~ + m N41'24_40"W _~saa~ - SS - - 33 LF 24" RCP ~ ~ s 5s ~ ~ ~ ~'~i- _ - x
Y °0~~ » ° Q 0 1.21 X ro ~ ~ ~ - CENTER OF SAC Ok52.2 2 0 143 LF 15 RCP ~r - 1
:8< ~ 9 ~ 50 LF 15» RCP 30 ROLL CURB 0 Q'i ~ s~~ 1+00 1 % w ANO GUTTER (TYP. ~ Q ~ STA. 1+50.00 C ~ 2 tl ®1.D3% 6.74
t ®.oo ~ , x l t P 1 "
so ss~ 8»x6» REDUCER W U / 1 BLOW-OFF k PUBLIC STORM FlRE HYDRANT ASSEMBLY i a DRAINAGE EASEMENT w ASSEMBLY TYP. W CENTER OF SAC
~ °9i.FO ~ ~ ~ 81 LF 5 RCP » ~ ~ •a~s 2+pp FlRE HYDRANT Q ai ~tP WIDTH VARIES ~ ( ~ STA. 3+84.54,
125 LF 15 RCP ~ ~ 1 D~,, , o ASSEMBLY (TYP.) ~ ~ 1 a - ~ c0 I ~ 13.96' RT.
~ 1.03% F W E ~ 00 ~ Q:i p, ' o » » } £ o ~ ~ m 8»x6 W/L TEE 131 F 1 I " LF 15 RCP I L 5 RCP " 8x6 W L TEE a ®2.00% ®i.00% "
` ° ~ ~ 8 G.. W/ BOX PUBLIC STORM ' ~ V W 88 LF 15» RCP WATER MEl » ~ l ~ 6 G.. /BOX " I ~ I 0 ROLL CURB 1 BLOW-OFF WATER METER ( 8 G.V. W/ BOX 1AND GUTTER (TYP.) `
DRAINAGE EASEMENT 23 LF 15 RCP ~ Cb Q'i A 1.00% SAN. SEW. SERW SAN. RVI TYP 6" G.V. W BOX t I --f ASSEMBLY SEW. SE CE { \ / ~ w
WIDTH VARIES ®1.00% _ , 3 FIRE HYDRANT - SSMH, STA. 2+90.14 ~ EMBLY TYP. ~ a ~ ) PUB C STORM ~ Q O STA. 0+00 ~ WATER METER TYP.)
=STA. 0+00 BEA CREEK IANE BEAVER C EEK LA~1E o DRAT E EASEMENT MUDCAT LANE ~ "b ~ 10'x7 '
STA. 9+06.69 CED GROVE DRIVE ' 1 W V I 40 P LIC R/~P ~ UU wl AR Es r , PC = 14+34.7 ~ =STA 21+17.14 ~ 1 ~ 0 0 SIGHT N. SEW. SERVICE CEDAR GROVE DRI ~ ,G', TRIANGLE 1
r n CORE & B00T EXISTING X I 4 - (T~
1~ A ~ I t
SSMH FOR SERVICES CONNECTION ~ i 10x70 SIGHT I ~ 30 N ~ ~ TRIANGLE (TYP.) n ~ ~ ~ ~ ~ I t d 5' CONCRETE ~ , I
~ i SEWER 1 ~ D~ EASEMENT ~ ~ 5' CONCRETE SIDEWALK (TYP.) / I 1 ~ 1
\ z'~ ~ (rn' 1'~ N sIDEwALK ~ ~ / I
,i;~;~:: ~ ~ ` ,Q ~ 1 ~ /
G 1
1"~ 1 _ 0 18' PUBLIC STORM ° DRAINAGE EASEMENT
1 ~ a ~ ,
1
~a NOTE: POLAR COORDINA TOTE: 'OLAR COORDINATES REFERENCE NOTE:
CENTER OF CUL- ;ENTER OF CUL-DE-SAC POLAR COORDINATES REFERENCE CENTER OF CUL-DE-SAC
400 400 390 390 380 TBM 380 R/w Dlsc
N=790175.318 E=2049967.148
ELEV.=356.82
SEE SHEEP C-1
m
0
0 0
0 o -
380 370 - 370
390 390 38d"
v, _
1" BLOW-OFF
1 _ 1" BLOW-OFF ASSEMBLY
ASSEMBLY 8,~, TEE
WI~- » D1P 370 370 360
t» 0.V~f-Off
ASSEMBLY 8 SS TEE
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r, .a -
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r = = D ROAD REALIGNMENT PER CLIEIP -1~ IINCF, T,
ERS/PLANNERS--
40#, - K 2 PER I}URHAA4 E4-I0 400ESTC 190 ARD,,. s CH 'TRIANGLE 8~~ ~ 3+93. CROSSING MADAMS
% 11 I PER DURHAM CAI SIGH, 14005 N LINA Z r I Ip 1 -_OX STUMP LANE STA. +W INT DATE, M PR!E- DURHAM, NORM CAROLINA
J - - - _ - - REVISIONS RATE " 381-50x0 = 3 22 yY MUSCAT IAN$ SfA. MOM , .54

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INV. 377.90 ~ ~ 1 ~ ~ I I 1 ~ ~ ~ / ~ / ~ , 4 ~ i
~ I 30 SAN. WER ~ Ac ~ ~ ~ SSM STA / ~o / ~ ~ ~i SS~i STA. +1 .61 / ~ ~ ~
ASEMENT / ~ ~ I ` ~ ~ ~ l ~ ~ / ~ / / 5 ~ ~ ~
I ~ SSMH STA. 2+7.34 ~ l A~'i i ~ ~ i auk' ~t~, / / X~ ~ ~ 1/ „ „ ~
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~ ~ ~ ~ ~ ~ ~ ~ r / ! I
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32 LF 15" 1 ~ / / ~ ~ ? / / / IS G H ~ ~ ' / / ~ 0' SAN. SEWER
~ P / ~ RC ®0.7 (f~ ~ SAN. SEWER ~ ~ EASEMENT 1 / / / ~ fdENT 1 ~ /
~ ~ ~ INV. 377.66 ~ I ~ ~ A I ~ / ~ ( ~ .
1 ! l SMH, STA. 1±01.00 ~ ~ ~ M STA. 0+00.0 i,
\ ~ SAN. SEW. SER CE TYP. I DOG OUSE M LE~ ~ ( ) ~ ~ o ~ ` ~ 1 o ~ ~ x ~
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TREAM BUFFER O 1 i~ ~ /
it 11 n n
• •
385 385
TBM _ R/W DISC
N=790175.318
E=2049967.148 ELEV.=356.82
SEE SHEET C-1
380 380
w CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
- PPROVED -
7 OZ ENGINEERfNG DATE
m w
STORM WATER DATE
I TRANSPORTATION DATE
DAtE
M D-ATE
n'~
NO 370 N 370 370 370
c~
z F
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W~ N
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36 ~ 360 360 360 =STA. 23+21.41, 7 RT. CEDAR GROVE DRIVE 360 _ 360
X BUILD ON w EXISTING
SEWER LINE
X
W
EX. 8" SS
350 350 350 354 350 350
N
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a ~ M Y o- N
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a 0+00 1+00 2+00 3+00 0+00 1+00 a z+oo a+oo ~ +o0 2+ao
0 ti
0 FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION.
0 ' PROlECT'N0. 6 OtYNER: - yt,t~n~,,n,~. MIH-~Ot01b SHEET N0.
~ ~ ~ ~ ~ ~ ~ w ~ w
5 1 nrj tj vniN n. AiuvainK-)
MIH01010-PP3 0
M I SCHOTTENSTEIN DIMaMW BY: 4 4 BGS COMPANY INC. PLAN & PROFILE Av - 7 V
3 PER DURHAM -22-{I: HOMES INC. L uEArt~t BY:
' ENGINEERS/PLANNERS/SURVEYORS 2 42 KAS L r - ; - ROM. SCAM: 2 ROAD REALIGNMENT PER CLIENT -11...0. ' 1 T 40 SA SAN. SAVER OLTIFALL "A" STA. 0+001'0 STA. 2+77.34
ME 4020 WESTCHASE BOULEVARD, SUM 190 RESEARCH TRIANGLE PARK, NC CROSSING McADAMS
1 PER DURHAM 15-Q RALEIGH, NORTH CAROLINA 2760' VERT SCAM so. P.O. BOX 14005 , ZIP 27709-4005 1 = 4 NP DATE: SA SAN. SEWER OUTFAid, "B" STA. 0+00 TO STA. 2+16.61 PRf^ D^~
REVISIONS DATE [phone] y 3-27-02 SAN. SEWER OLTIFAIL "C" 3TA. O+W TO STA. 1+77.77 DURHAM, NORTH CAROLINA
x

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~ ~ i i_ ` ~ ~ ~ - ~ ~ ~ ¦
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~ i H, STA. 6.19 ~ ~ v ~ ~ ~ ~ / ~XI SS TO BE -L... - ~ e? DO R NEW LINE
~ 1 ~ ~ ~ ~ ~ ~ ~ / r ~ - ~ - ~ ~ ^ IS ~ UCT DIN SERVICE
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DOGHOUSE MH 5' DIA. _ ~ ' ~ /
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~ ~ ~ ~ Ss ~ , ~ ~ r ~ ~ ~ f ~ ~ FUBLfC WOR~K~ DEpARTN{ENT
~ ~ d ~ , ' - ROPED -
ENGINEERING ~ ~
DATE
STORM WATER DATE
TRANSPORTATION .DATE
GATE
tt tl It it
• ~ DATE
TBM R/W DISC
380 380 380 a N=790175.318
- 380 E=2049967.148 ELEV.=35fi.82
SEE SHEET C-1
d
a 0
0 a
x w
W N
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360 360 360 360
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350 ~ 350 350 ~ 350
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S e nm~tc+r3. ...~U~~+~.._ PRO$C9' N0: uu n~n~n n~ n SHEET N0.
v vnirrn ~d++4,. CAR •,'4, wtrn-urur
THE JOHN R. u McADAMS 5 o¢ 5S MfHO1010-PP5 JPPS PLAN & PROFILE
M /I SCHOTTENSTEIN BY: 4 COMPANY, INC. BGS
D1P' BY:
3 PER DURHAM -22-0 HOMES INC. _ KAS ' ENGINEERS/PLANNERS/SURVEYORS
2 ROAD REALIGNMENT PER CLIENT -11-02 IWRE~ SCAM. 4020 AESTCHASE BOULEVARD, SUITE 190 , 1' 40' CROSSING Ji 3~ SAN. SEWER OV1FAId. "D- STA. 0+00 TO S'1',~. 2+77.34
RESEARCH TRIANGLE PARK, NC , • NE • » 1 PER DURHAM 6-10-0 RALEIGH, NORTH CAROLINA 27607 Vi'i'. SCAM P.O. BOX 4005 ZIP 27709-4005 • q P`E' 1-: 1 = 41 SM. ~~ADAMS SEWER OLTIFALL "E" STA. 0+001'0 STA. 2+16.61 Pawl oA~:
1 I*** H p, DAVE 919 361-5000 ','tilt DATE- REVISIONS 6-10-02 iz DURHAM, NORTH CAROLINA
l?t X

S7 ~k9 E
4 ~ ~ ~E Q
~ l L_. ~ l~
l ~ ~ } t
1. 1 I 1 i ~ ~
~ ~ ~ Ix O a o
1 ( ~ 1 I i 1 1 1 ~ ~ Hwzl
1 .t i ~ ~ ! a~ ~ .o
l [ ~ x
I ~ ~ .t i ~ EXISTING EDGE OF PAVEMENT l ~ , ~`W, f END REMOVAL & REPLACEMENT ~
I ~ L} ~ ~ F ' 3I p p ` ~ ~ ~ ~ ~ ~ A.. EXISTING 60 CMP 4 SOLID YEt "SOLID YELI_OW OF EXISTING PAVEMENT MARKINGS ~ a
CENTER LINE; ~ 4" SOLID YELLOW LU EDGE LINES ~ ~ a MLEY w ROA w CENTER LINES D a N
~ _ PUBLIC R !f ~ ~ ~ z
~ ~ r ~ ~ 4" DOUBLE YELLOW CENTER LINES ~ ~ Q z o W a d o o-
~ ' «a J 1 p ' 'v' ~ f ~ ~ 8 SOLID YELLOW HATCH STRING _ ~ ~ h u~
~ ~ I
~ ~ x;
- ~ - - ~ w x ~ - - - - - - ~-_.-.mm_~ NOTES: <C
r . _ I ~ w - - ~ ~°'-"""x 1. ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC IN ~ ~1k ' ~
o ~ 1 ACCORDANCE WITH NCDOT SPEgFICA110NS ~ ~ W~ p~
~ ss 2. ALL PAVEMENT MARKING LAYOUT dt DIMENSIONS SHALL BE
BEGIN REMOVAL & REPLACEMENT ~ - ~ ~ ~ 18 ~ 1 1 OF EXISTING PAVEMENT MARKINGS " ~ IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS ~w++~
4 YELLOW SKIP LINES (DRAWING 1205.02 - SHT. 1 TWO LANE TWO-WAY ROADWAY a ~ WITH TWO-WAY LEFT TURN LANE, 1205.01 SHTS. i & 2, LINE S~~'~, a
IADJUST MANHOLE COVERS TYPES & OFFSETS 1205.08 - HT. 1 A W t. ~
~ ~ • TO MATCH PROPOSED PAVEMENT WHITE TURN ARROWS ~ S RRO SYMBOLS.) gip. ~ Q
3. THE LOCATION OF EXISTING UTILITIES SHOWN ON THESE PLANS : ~ Q ~ Z ' TG=369.00 ARE BASED ON FIELD LOCATIONS AND THE BEST AVAILABLE - +J w
INV. OUT=366.70 RECORDS. IT IS THE UTILITY CONTRACTORS RESPONSIBILITY TO ~ ' ~
~ I FELD VERIFY ACTUAL LOCATIONS PRIOR TO BEGINNING CONSTRUCTION. 10'x70' SIGHT TRIANGLE " REPORT ANY DISCREPANCIES TO THE ENGINEER. d'
W 0 0~` . 40 LF 15 RCP ®1.509: ~`'a•r~
• z PROPOSED 5 SIDEWALK ,Ig_D1 4. ANY UTILITIES DAMAGED DURING CONSTRUCTION SHALL BE
ALONG LUMLEY ROAD ~ I I REPAIRED BY THE CONTRACTOR AT HIS EXPENSE. REPORT ANY RIM=368.50 I
FRONTAGE \ • INV. IN=366.10 I i CONFLICTS BETWEEN EXISTING AND PROPOSED UTILITIES TO ~
xi I ~ U INV. OUT=366.10 THE ENGINEER. a I
' ~ I 4 . 44 LF 15" RCP ®0.91% ~
~ ~ ~ ~ ~ a ~ ~ ~ a x ~ ~
O ~ W ~ ~ p
• ~ CI- ~ ~ C T/t CI-D3 a ca ~ ~ x x T/C=369.75 ` w w
~ INV INV. OUT=366.25 w r~ x- o ~ a
~ ~ I I p '4 xW 'e c
~ ~ ~ I C L I R W VARIES ~ I I~ w ~
41 LF 15" RCP ®1.34%~ W I I© o N
VARIES VARIES VARIES VARIES ~
Y R WIDEIVIN 1 L 4' MIN. 0-5' EXISTING ROADWAY 0-6' 4' MIN.
VARIES 22-40't
VARIES" VARIES"~ r ~ ~
a ~ ~
w 1`
- ~ ~ ~ ~ N ~ ry ~ H . ~
~f ~ EXISTING PAVEMENT ~ ~ ~ ~
_ ~ • 4 4~ PAVEMENT CROSS SLOPE VARIES. ALL WIDENING W ~ A
SHOULD MATCH EXISTING CROSS SLOPES. ~ ~
# € ~ - o a? ~ • I + SUPERELEVATION OF PAVEMENT HADENING ~ a U SHOULD MATCH EXISTIN SUP R V ~ ~ ~ G E ELE ATION
t ? ~ ~ ? , ~ ? i i` ~ ~ J`' ~ t ~ Q' W x
~ ~ ~ % 1 WIDENING TO CONSIST OF 5" 825.0, 4" 119.OB, 2.5" 59.56 ~ a ~ ~ o ~ OVER 10" ABC (MAY USE 4" HB IN LIEU OF RBG} ~ ~ Z
s t ,~//r ~ l~~ ~ ~ •
~ i ~ ~ ~ ' f ~ THE P05TED SPEED LIMIT ON LUMLEY ROAD IS 45 MPH. ~ ~ ~ W ~ ~ ~
! ~ 1~ t ~ ~ ~ ~ ~ 100 LEVEL SPREADER ~ C~7 G~ W o ~ w ~ ~ ~ ~ ~
~ ~ ~ 0.5 DEE ~ CI F8 d ~ f ~ ELEV. 351.00 p p p T C=365.33 i LiJ?Mt,EY ROAD WIDENEING o ~ x
~I NCDOT 6 DIA. CLASS B RIP RAP 1 j , INV.IN=361.60 p w
~ ' ~ I 12'Lx7'Wx22" THICK i INV. OUT=359.50 ~ w
1 ~ ? ' ~ ~ ' # E ~ a
~ FES-F6 eb ~ C
INV.=351.00 ' w
# PERMANENT DRAINAGE i ~ n ~ ~ EASEMENT i
i ; REMOVE EXISTING PIPE ~ ~o,w p I V A r ~ ~ ~ 71 LF 24 RCP ~ 1.27% AND REGRADE AS SHOWN d
l,~ ~ 1 V ~ Q ,D ON SHEET C-3
r AU I ~ o t V , ``,w I 1 O
~ ~ ~ ~ C ~ 7 _ ~ ~ ~ I JB F5 + ~ j~ j t - 't 18 LF 24" RCP NOTES: MCI A
f ~ ~ t RIM-360.90 0 r t j ~ i INV. IN (S)=356.14 " ~ t ®3.11 ~ o N 1. THE LOCATION OF EXISTING UTILITIES SHOWN ON THESE PLANS W
~ ~ 1 1 P 1 ~ i ? i INV. IN E)=352.00 38 LF 18 RCP 3 LF 8 RC ~ .29% '29% ~ AREA BASED ON FIELD LOCATIONS AND THE BEST AVAILABLE
e "l 2 ~ ; ~ ~ tt t INV.OUT-351.90 r_-- I CI-F7 ~ REMOVE EXISTING PIPE. A PLUG EPAIR EBUILD INLET RECORDS. IT IS THE UTILITY CONTRACTORS RESPONSIBILITY TO N
` i ~ L 10'x70' SIGHT TRIANGLE i ~`"'"'~r ~ T/C=365.33 ~ _ ~ ~ i i INV.OUT-362.00 ~ ~ FIELD VERIFY ACTUAL LOCATIONS PRIOR TO BEGINNING CONSTRUCTION. W ~ ~ BOX AS NECESSARY. REPORT ANY DISCREPANCIES TO THE ENGINEER.
~ i i UNDERGROUND FlBER ~ t _ OP11C CABLE f JB-F3 ~ W RIM=371.50 2. MODIFY EXISTING PAVEMENT MARKINGS TO MATCH
F ~ w f 1 f { \ ~ I INV. IN=366.00 -w EXISIING PAVEMENT MARKINGS IN ALEXANDER DR.
~ REMOVE EXISTING PIPE Y # F I DI-F2 INV. OUT=361.20 ~ µ DI-ft (EXISTING) I ~ TG=371,92 3. ANY UTILITIES DAMAGED DURING CONSTRUCTION SHALL BE O
~ ti1.~ ' ~ ~ T G=366.50 ~ AND REGRADE AS SHOWN ~ LF"ygx- . / ~ ~ INV. OUT=366.56 REPAIRED BY THE CONTRACTOR AT HIS EXPENSE. REPORT ANY
~ ~ ~ ON SHEET C-3 S RCp 2.3s _ PT = INV. IN'359.60 ? 1 X % ~ INV. OUT=359.50 59.60 ~ CONFLICTS BE XISTING AND PROPOSED UTILITIES TO
~ ~ }iN S `~9•~ 10'x7D' SIGHT TRIANGLE ~ } THE ENGII!ER"~ ~ ~ V _ ~ ~
it2 ~ ~ ~ l~ I ~ ~t 4" SOLID WHITE EDGE LINE ~ r'`f _ -t59-LF-24 RCP ®1.0176 +E
t I° ~
# ~1~ 1 - z
~ i ~ JB F4 ~ w
~ ~ 1', RIM=364.50 ~ ~ J ! ~ INV. IN (N)=357.50 ~ ~ ~ ` a
i ~ ~ INV. IN =360.45 O
~ ~ f~ INV. IN (E)=355.50 ~ + 50' 7 - - z
~ r ~ ( INV. OUT-355.40 ~ ~ S ORAGE w i ~ ~ ~ ~ ~ p 4GE 300 TAPER
~ ~ 79 LF 24 RCP Q UNDERGROUND W ALEXANDER
~ ~ I ~ ~ ~ ~ ~ ®5.19% ~ E ~ - t ~ FlBER OPTIC CABLE DRIVE BASED ON FIELD 12d' PUBLIC R 1Y 4 WHITE MINI-SKIP LINES (
4" WHILE SKIP LINES I '
o ~ I ~ 1
N ~ , ~
v ( ~ ~ ev ~ ~ "`^~,"µ~w -
i ~1 ( ( it W
n ~ ~ FOR DETAILS OF WATER MAIN CC WATER MAIN CONNECTION,
~ ~w ;i ~ ` ( SEE SHEET C-8
1 m ~ r~~+ 3 reoa~c~e xo. M1H-01000
~ MfH01010--STR
I 1
O I ' i ~'y
O 2 'y ~ ~ DRARN BY:
H z
SCALE: 1" = 30'
0 GRAPHIC SCALE
ALEXANDER DRIVE .R. 30 0 15 30 60 DATE` 3/27/02
L SHEET NO.
L ti I inch = 30 ft.
C
J ASS FINAL DESIGN NOT RELEASED FOR CONSTRUCTION MCA D 11
X

1~~ ~ - _ - _ _ _ _
SEEDBED PREPARATION P RARY SEEDING SCHEDULE TEM 0 T SEEDING SCHEDULE
PERMANEN I
oA1F ~ ~ 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
AUG 25 -OCT. (BEST) TAU FESCUE Z00 LBS/AC JAN 1 -MAY 1 RYE (GRAIN) 120 Les/AC 2,) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
FEB. -APR 15 (POSSIBLE) KOBE LESPEDEU 50 LBS/AC 3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS F-I__
MAY 1 - AUG 15 GERMAN MILLET to LBS/AC LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
APPLY LIME ANO FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE AUG 15 -DEC 30 RYE (GRAIN) 1zo Les/AC 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. UNIFORMLY AND MIX WITH SOIL (SEE BELOW).
1d4~Gtl ;~1L..EdEdQllF.t~S 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM OUTLET STRUCTURE 8~ {MIN.) ' r l SEE DETAIL V ~ ~
APPLY 4000 LB/l~ STRAW. ANCHOR STRAW BY TACKING WRH ASPHALT, NERING, M EL. 360.85 (MIN) ~ ~ O
OR A MULCH ANCHORING TOOL. A DISK WITH BIADES SET NEARLY STRAIGHT CAN FOUOW RECOMMENDATK)NS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP, TOP OF BERM EL. 360.85 (MIP BE USED AS A MULCH ANCHORING TOOL. AGRICUWRE LIMESTONE AND 750 LB/AC 10-10-10 FERTILRER (FROM AUC 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER 80'L BROADCRESTED WEIR ELEt 0 O ;RESTED WEIR ELEV. = 359.90 ~~yy U ~
y~y W 1--I w z l
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE WINTER OF THE 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. FOLLO'MNG YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW APPLY 1000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, ~ ~ rn sECnoN ~ ~ x °
REGULARLY TO A HEIGHT OF 2-4 INCHES. OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR BE USED AS A MULCH ANCHORING TOOL ) RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF ~ ' ~ ~ ~ 18" FES ~ ~ ~
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE ~ STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING TOP OF RISER EL. 359.00 359.00 INV = 354.00 ~ Q+
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). JAN 1 - AUG 15: REFERTIUZE IF GROwfH IS NOT FULLY ADEQUATE. ORIGINAL LIME, FERTILIZER AND SEEDING RATES, RESEED, REFERTIUZE, AND MULCH IMMEDIATELY 0 ~ a NON-WOVEN GEOTEXTILE FABRIC J•~ w a N
FouowlNC EROSwN OR OTHER DAMAGE. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING, SHALL BE PLACED AROUND EACH ~ z C~
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT auc 15 -DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. . = Ir"I JOINT OF RCP BARREL IN 2 WIDE BARREL INV. OUT 354.00 Z Z.~ O
TOP DRESS WITH 50 L8/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVFR BEYOND STRIPS CENTERED ON JOINT. r , r..7 Q O O W Cl, O O
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. + See seasonal application schedule F+ ~ O ~
WATER TIGHT GASKET SEA TIGHT GASKET SEAL BARREL INV. 3 U3 I' IN=354.50 PRE-FORMED SCOUR HOLE ~"'1 ~ ~ x+ W U~ O
DRAIN TRASH GUARD (SEE DETAIL) UARD SEE DETAIL THIS SHEET ^ W ~ O 07
z _ ~ w .'o,
~4 REBAR TRASH RACK (ABOVE) POND INV. EL. 354.60 45 LF 18" 0-RING RCP ®1.11ii (CL. III RCP) _ ~ ~ r., . Z w rn
SPILLWAY TO BE LINED WITH ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY W ~ a
LANOLOK TRM 450 OR ~-SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CLAMP CONCRETE PAD FOR 4" DIP (SEE DETAIL) APPROVED EQUIVALENT. THIS ATTACHED TO MANHOLE RISER BY 2-3"x1/4" CONCRETE ANCHOR EE DETNL) u m ~
TOP OF DAM=360.50 LINING SHALL BE INSTALLED BOLTS EACH CLAMP TO BE COATED W/ A BITUMINOUS COATING. 4 LF 4' DIA DIP ~1 1~ ~ ~ARQ ~i~
PER MANUFACTURES 4 LF 4' DIA -III-I 11=~ I ~I I 3 SPECIFICATION. 3 _ _ I I ~,0 FESS
Ih,J~ 1i 1~=111)1= ANTI-SEEP COLLAR (X2) Q~
~I -lll=.. ' 1=11 _ _ _ _ -I I I~ CREST=359.90 SEEP COLLARS TO BE SPACED L AT 15' O.C. (SEE DETAIL) _ ~ ~3
~II~II _ III lll=lu=ll 111=11=11C~~1~111=, III VIII III~J1 Ili=ill-III I it i _li~r~i~~r_I = II-~ III NOTE: ALL REBAR TO BE ~4 REBAR ~I I I I I„ I I I I_ 2 f
' ~ 6.3 FT 0 REBAR RING GALVANIZED WITH A BITUMINOUS COATING 5.6 FT 0 REBAR RING ~ FN KEY TRENCH ~ GINE ~
4.83 FT 0 REBAR RING I AND ~~~9
CONCRETE ANTI-FLOTATION BLOCK - 'ATION BLOCK (SEE BERM SOL 5 FT. MIN. OMPACTION SPECIFICATIONS ~Y R . F 'LIRE DETAIL C ) +~'+ui ,u~`~` ui
2 ~ (SEE OUTLET STRUCTURE DETAIL)
Y SPILLWAY DETAIL EMERGENC
Fr. NTS EL. 359.00 (TOP OF RISER) WATERTIGHT SEAL TO BE PROVIDED
1 FT ~ AT RISER/BARREL INTERFACE
~4 REBAR
(ttP.) ~4 REBAR ~ ~ ~ q
a A a d
a 0.74' a a ~ Nrs ~ w
(TYP.) Z a
O ~ o p ~ o l ~
PERMANENT SOIL REINFORCEMENT MATTING (PSRM}. INSTALL LEVEL I e7 i~ N N
AND FLUSH WITH NATURAL GROUND. POND OUTLET STRUCTURE NOTES: W I o I
ELEVATION VIEW 1.18" RCP OUTLET BARREL SHALL BE CLASS III 0-RING RCP, MODIFIED BELL & > TING ASTM C76 AND AASHTO NOTES: ~ ~ ~ N MODIFIED BELL & SPIGOT, MEE JOINTS MEETING ASTM C-443 LATEST AND JOINT OF ASTM C-361
SQUARE PREFORMED SCOUR NTS M170. PIPE SHALL HAVE CONFINED 0-RING RUBBER GASKET JOINTS MEETING A'. SEED WITH NATIVE GRASSES LAtEST. 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY STRENGTH
HOLE (RIPRAP NOT SHOWN FOR CLARITY) AT INSTALLATION 2. THE MANHOLE OUTLET RISER SHAU BE 4' LD„ MEETING ASTM C-478R dc, , ASTM C-478R dc, AASHTO M-199 MONOLITHIC BASE. THE MANHOLE
JOINTS SHALL BE ASTM C-443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHA PREVENT SEPARATION. 1NHOLE JOINTS SHALL BE SECURELY ANCHORED TOGETHER TO 2. COLLARS SHALL BE CONNECTED TO 16" RCP WITH A WATER TIGHT JOINT. ~ ~
4 FT. DIAMETER 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. S MANHOLE RISER SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. •2" ON CENTER. STEPS ...i p
3. COLLARS SHA'.L BE SPACED ALONG BARREL AT 15' O.C. ~p w
9.O' 4~ (MIN.} 4. CONCRETE ANTI-FLOTAl10N BLOCK SHALL BE INTEGRALLY ATTACHED TO RISE SEPERATION, OR PRECAST AS THE EXTENDED BASE OF THE MANHOLE DURING F ATTACHED TO RISER BASE TO PREVENT RISER/BLOCK W E~ N MANHOLE DURING FABRICATION.
PIPE OR DITCH AND OCK TRM 450 OR APPROVED EQUIVALENT. THIS 1.70' MIN PROJECTION ~ LINED WITH L L 6" U1 ~ ~
OUTLET 5. 80' EMERGENCY SPILLWAY ~ DOWNSTREAM SLOPE TO BE LINED WITH LANDED LINING SHALL BE INSTALLED PER MANUFACTURER'S SPEgFICAl10NS. ',T10NS. ~ ~ "Z a
O
OUTLET STRUCTURE MATERIAL SPECIFICATIONS: -ICATIONS: a U Rl
2H:iV SLOPE NATURAL GROUND 10'(TYP.) i. ALL POURED CONCRETE SHAD. BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHI DAY) UNLESS OTHERWISE NOTED. wx
1 ~ MIN, 2. GEOTEXTILE FABRIC FOR THE L~ NyCH OUTLET BARREL SHALL BE AMOCO STY NEEDLE PUNCHED OR APPROVED tQUAL (NON-WOVEN FABRIC) i'a ' R ALL BE AMOCO STYLE 4553 POLYPROPYLENE NON-WOVEN ~ ~ W ~ F ~ x ~ a
O
RCP 18"0 ~ U i0 O.D. 26.5' ~ h~.1I E
SS A RIPRAP 9" THICK ~4 REDBA ttP CLA WELDE ( ) W/ FILTER FABRIC (SEE NOTE) ~ . I RCP W ~ x w~
BERM SOIL AND COhll'ACTION SPECIFICATIONS: (CATIONS: ~ ~ . ~ w
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MA IMPERMEABLE MATERIAL AND COMPACTED TO AT LEAST 95L ' ' p
a.83 FT r REBAR RING STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMUM MOISTURE CONT USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGtt SHALL BE M MOISTURE CONTENT. NO BLASTED MATERIALS ~ ~O p; NOT EXHIBIT SIGNIFICANT SHRINK/SWELL OR DISPERSIVE. ` • ~ • w
CHARACTERISTICS.
PREFORMED S C 0 U R H 0 L E 5.6 Fr a REBAR RING 2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPAC110N TEST SHALL 81 ON TEST SHALL BE CONDUCTED EACH 2500 SQUARE FEET O
6.3 FT m REBAR RING PER VERTICAL FOOT OF FlLL NTS
3.15' 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FlLL AREAS. 1RENCH TO EX ~S. TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW
EXISTING GRADE. SOILS AND COMPACTION FOR KEY 1RENGi SHALL MEET A ICH SHALL MEET ALL REQUIREMENT OF ~1 ABOVE. (NTS} '
PLAN VIEW 4. NO TREES OF ANY TYPE MAY BE LOCATED OH THE BERM SECTION. TERM SECTION.
NTS
J
NTS f Z 't 4~ ] ' / Aa
1 ~ t I I / /
STATEMENT OF RESPONSIBILITY: ~ > / ~ ~
ALL REQUIRED MAINTENANCE AND INSPEC110NS OF THIS fACIUTY SHALL BE + ~ ~ / ~ACIUTY SHALL BE THE RESPONSIBILITY OF ALEXANDER ' ~ ~ / ~
CROSSING SUBDINSION. ; ~ / I r, \ /
\ / ,
- / / /
/ / \ c .
Z' z' ~ ~ 4. V
TRASH RACK yy' % 6 6 WELDED WIRE FABRIC ~ ~ \ (EACIi 5~ ~ TOP) ,t O
(SEE DETAIL) d z
s R~E~, %a uE'ER rrw'E 80' EMER CY SPILLWAY " ~ ~i
TRASH RACK CREST=359.0 . 4 DIP ~ LINER=LAND OK 450
(SEE DETAIL) 2' m
~ EL. 359.00 (TOP OF RISER c 6, ~ ~ \ ~ ~ I
Y ' Q
W NOTE: HATCHED E ~ 1t DENOTES AREA T BE
7 5' (ttP.) LINED ~
m 4' 3000 PSI CONCRETE 0 4 FT. DIAMETER PSI CONCRETE ~ , ~
n~i MANHOLE RISER ~ 1 ~
~ (PRE-CAST SECTIONS) N 5' (ttP.) y 3' 48 0 RISER ~V~ 3' ~ CREST ELEV.=359.00 ~
r N 4 FT. DUUIETER (U ~ ~ 4 INV. IN=354.50 ~ ~ ~ ~ _
MANHOLE RISER (PRE-CAST SECTIONS) INV. OUT=354.50 0~
m IA / ~ R~ 4 ~ I
(U ~ 9~ pE / ~ • r
47 LL aLF a r aP ' P. Q 4 r'~ / ~ ? r aLF a'r aP 5 45 LF - 18' ~0 / * • r
- K -RIN RCP ~ ~ CONCRETE ANti FL01ATK1N BLOC 0 G / t
1s' Du. o-LNG RcP SEE CROSS-SECTKkI) I 6~.. ~ ~ _ _ I , ( ®1.11X ~ ~ ---r-. f ~ PROJECT N0. I ? •Y MIH-01010
m a' aA. aP a 1.33 FT. (IYP.) 2' / ? ~ 1.33 Ff. (WN.) ?
~ - 1 B' DIR. ? / FILENAME: 4'4 I.D. YAt1tI0lE e# ? /
~ 0-RING RCP 18' 0-RING RCP BARREL _ 1.33 FT. ~ ~ I ~ , .jP ' DESIGNED BY:
ttP.) o INV. EL 354.50 ~ ~ ~ G
o ,~l~ 1 o d . G C'. GP' d G 25° ~ M ~ ~ ~ PREFORMED SCOUR / RL
`l. ~
H 4 LF 4 DIA DIP W. IN=354.60 G' . w ` l- l 1% i` ~ ! J i , / z -1 SCALE: NTS
CD W. OUT-354.50 W41HALL BE CUSS 50 AND s NOTE: 6 RE INTO CONCRETE BASE DATE: BEDDED
O a 4 D Q N ON FOUR CQRNER~S. ELDER WIRE MESH 3-27-02 SHALL BE 4 % 4 6 6 AND SHALL BE
0 7.5' G Q a CIRCULAR CONCRETE CIRCULAR CONCRETE Q ry EMBEDDEPERIMETER OF CBASE. BASE AROUND SHEET NO. DRY POND GRADING PLAN C-12
f ANTI-FLOTATION SIDE VIEW" MITI-FLOTATION i BLOCK BLOCK "FRONT VIEW"
t FRON VI W )f
D C DRY POND OUTLET STRUCTURE DETAIL DRY POND OUTLET STRUCTURE DETAIL CONCRETE PAD FOR 4 'OR 4 DRAIN PPE (NTS) 1 •=50' AWADAMS
FINAL, DESIGN - NOT RELEASED FOR CONSTRUCTION
% NTS NTS X

- - - -
T~rxx'!,r~~rr r r n rr rr r "dr ~r r TRANSRII'N TO
r N,,t~r„r~j ~t ~,"dr~'d ~r dda+~dd .dd d\d 0 GRADF 8' MIN.
VEGETATED ,d`'~`„ ~W~.^~"+++'~ ONERSION ~ J ~ y„ W j,';,'+R \ i /+d \d \d\d d d dd • , i,~+~ d \d\J\d d d V i 3, R \ + , .w EMERc:rNCY SPILLWAY, BROAD-CRESTED
T END. ORIFlCE INSIDE / "~"^"+~r~,mi~'+''d+~' INLE TRASH RACK "~+;+~c -~~y`~,.u~ u.'~'.~~,y, TOP ~ BERM WEIR r,ET IN VIRGIN SOIL. SHALL FLOW
SCREEN AND ACCESSIBLE (SEE DETAIL) ',,r~.~r ~ ~ W~ W ~wa,~ _ ~~W W,. ~ ~y~+~`~\ ~u~ -STABILIZED REBAR FREEII ON DOWNSTREAM SIDE r4'? v ~~y, y, ~ 'v' / SLOPE TRASH RACK
THROUGH DOOR w Ww ~ ~ W t-_,~ ,,,f ,f~-~ ~ /
PATENT: W ;,,dr~uy~~~„~"vr,yr,llr,~ln VENT 5 820 751 '~'°'W din y"' yr' lrryr' 1J . -N~ ,.U' RISER SPI WAY rV 4 / y, may, u LL I
~ ~ ~ yn yr. Vo yr, r ~ ~ yn yr, y. Vp / \ -are -are"' ,v, RISER CREST Ali ~N -
yr yn yr, yn y,, llp yr, ~rlln STABLE r Flo yp yr, yr, L NOTE: UNDISNRBED a y r yr~
SKIMMER MAY VARY oUTI.ET 11ry4 yr, ~ yr, yr llr,lla yr. Vu yn ya yallr~ -uw. .Ar, Vr~ yr' Vay4 V \ Ul In
SKIGHTLY FROM yr, yo llr,yn yr' yn ya yr.' Vn Vd Vn r \ ~ Va Vr~ yr' Vr,y'Vn v CMP * O O
ILLUSTRATION yr~ yn Va yr' yr' lyiryryr' y+. yr, Vn yp llr,llr, yA yR yr, r Vrv4 Vq yr, RISER yyn Vq Vp yny4 ~ ~ v ~
yr, yrllh yoyn yn yr. Vay'' Vn Vn Vnyr~Vn a Vn Vn I W Z 1 r Vp 1`Yh yr' Vr, Vh yrllnyn 1 i
yrryq r' llr,~li yr' y Nr, llr~ ~ ~ ° o SEDIMENT CLEAN OUT MARK 2.5 BERM 2.5 ~ x ~
J Fi. DIAMETER 0000 ~
VARIP,BLE - 000 ~ a~ VARIP,BLE ~ p,
8" (TYp,) MATERIAL FLOAT STAPLED IN 000o O~1 ~4 W a iv 6" MIN ~ O O O PROTECTIONCATTACH TOMIN. ~ Z O
PLACE 1= I- ~ ~ o o I BARREL W/ WATERTIGHT JOINT Z Z
~~(D46Qy . ~ ~ III-~ , . - - - - _ ' 000 ~ ~o °o
1I ~=1 I=_= 1=III- . I I-I - -I I I I-I - I ~'S7 D.O.T. WASHED ~-III- . I I ~ - - _ _ _ _ _ - STONE FlLTER 0 0 0 U a ~ ~ ~
=1 I I=1 I I III=1 I I=1 11= I-1 I BARREL LONGER THAN SHOWN _ _ _ _ - NOT SUPPLIED WITH SKIMMER; I- - - - - :III- 1_11 l-111 III-III-i I I- ~ _ o _ o00 ~ I
-I I I I I-III-III-! I -I I I_I SUPPLIED BY USER ' I=1 =1 I I=1 I I=1 I I III=1 11= I -I ~ (-III-I I I I-) I I-i ( WATERTGHT Q' x ~ _ - - - - - - O O O O CMP BARREL ~ ~
FLEXIBLE .I ~ III=) I i-III 11-1 I I-I :III III=III=III=III=III=III= o o W o o c~ I I I-1 I I-III-III-~ ~ ~ ~ ~ VELOCITY BASIN INVERT o 0 0 o DISSIPATOR Z
JOINT LEVEL Up BURIED PERFORATED LOWER HALF OF I V" ~ ~ a . ' ' CMP RISER ( Z W O "1
OF SPREADER 6'MIN ~ ° ~ 41 t... ~ - W 0.;a...
OUTLET END; CONNECTION TO GASKET wALL S
OUTLET PIPE OR RISER PERMANENT 4' DIP ATTACHMENT SLEa~ DETAIL OF LEVEL SPREADER 18` DIA. TO PERMANENT RISER 0-RING RCP LEVEL SPREADER CROSS SECTION. KEY TRENCH TO BE PROwDED CONCRETE ANTI-FLOTATION IN FlLL AREAS. TRENCH TO ,~U,uLU,U,A
ATTACH SKIMMER ASSEMBLY TO THIS PIPE DURING CONSTRUCTION WATER TIGHT NOTES: BLOCK -ATTACH INTEGRALLY EXTEND A MIN. OF 3' BELOW CA TO THE RISER UNIT WITH A EXISTING GRADE AND HAVE A 't~ RO(
ETAIL SEAL - LEVEL SPREADER IS DESIGNED TO D RD ME KIM S CONCENTRATED FLOW ACROSS STABL :R IS DESIGNED TO DISPERSE SMALL VOLUMES OF WATER TIGHT JOINT. MIN. BOTTOM WIDTH OF 5 FEET. ~ f G~ FLOW ACROSS STABLE SLOPES. O,~ y
NOT TO SCALE SEDIMENT BASIN TYPICAL DETAIL (SB-1 & SB-2) _ ~
LEVEL SPREADEF .L SPREADER DETAIL AL
~ ~
K' r F ~ c I NEB'
a' NAx CONCRETE ANTI-FLOTATION VARIABLE AS DDTECIEO BY THE ENGINEER BLOCK r. ~ 1; - - - - TOP ELEVATION OF STORMWATER xi, A~;~J
X57 WASHED MAX. ~ 'Vrrnu,,~ ~"'d
STONE ~1 A m
MN. is-t/z ca "SIDE VIEW" DESIGN OF SPILT INTERMEDIATE DESIGN OF SPILLWAYS ' ~ ~ EXISTING SLOPE SEEDING SCHEDULE
Lurr. to cA. xBEs uNE WRES DRAINAGE AREA WE 'AINAGE AREA WEIR LENGTH (ACRES) {FT) CLASS 1 RIP-RAP FILTER FABRIC REVISED: 1-1-86
F (ACRES) IN TO 1 1 4.0 VARIES ( )
2 GRADE 3 3 s:o Shoulders Side Ditches Slo M •1 ~ pes(ax3.) ~
4 5 4 10.0 s ~z.D SIDE VIEW ~
5 ~ 1 DIMENSIONS SHOWN AR MIN MENSIONS SHOWN ARE MINIMUM DATE TYPE PLANTING RATE A
1.5 FT EXISTING SLOPES NNN~ ~ W
NOTES: 1800 CU FT/ACRE c 5 ~ HEIGHT do W1D1H DETERMINED BY _ P, EXISTING TOPOGRAPHY AND Aug 15 Nov 1 Tall Fescue 300 Ibs/acre O ~
FRONT VIEW MAx 1. USE FOR DRAINAGE AREAS SEDIMENT STORAGE REQUIRED. NOV 1 -Mar 1 Tall Fescue 300 Ibs/acre ~ e VARIES KEY RIP RAP INTO THE DAM & AbrUZZi Rye 25 Ibs/acre ~ ~
NOT EXCEEDING 5 (FIVE) ACRES. o O STtEL POST W FOR STABIUZATiCN. ~ ~
2. EARTH BERM SHALL BE STABILIZED w/ SEEDING Wo+~N WRE FAEaac ACCARDING TO TRIANGLE SPECIFlCATIONS. FlLTER - Mar 1 -Apr 15 Tall Fescue 300 Ibs/acre
9LT `°'r£ GFA,ET(nlE FAPoNC CROSS SECTION FABRIC 6"-~~ Apr 15 -Jun 30 Hulled Common Bermudagrass 25 Ibs/acre
NDff:. 3. USE CLEAN COMPACTOR FlLL MATERIAL FOR EARTH BERM. ' € w c:: -USE SR..T FENCE ONLY WEN DRAINAGE AREA ? o FlLL gApE OVERFILL 6" ...k~ w ~ ';r.'s:; WEIR:: ~a KEYED RIP RAP Jul 1 -Aug 15 Toll Fescue and 120 Ibs acre IL~~`',V/.z< /
DOES NOT IXCEED 1/4 ACRE AND NEVER IN n ~ " DESIGN w FOR REPAR OF SILT ~ FOR SETTLEMENT MEas of COEICEtITRaTm FLO ~ FENCE FANDRES, GsE SETTLED I FREEBOARD ~ a Browntop Mlllet 35 Ibs/acre
-END OF SILT FENCE NEEDS TD BE TtAtIffA UPHILL ~ . ~ ' Na 57 WASHED STONE 21" mADE FCR ANGidi WHEN SILL TOP MIN ~ ***or Sorghum-Sudan Hybrids 30 Ibs/acre O ~,`i7 WASHED STONE p~ I~
FENCE IS PA01ECiNC ~ ~ CATgt BASN. ~ Z ~ O
b e' NN. C01fR - 0 FT MIN I OVER sarLr + 1.5 FT FRONT VIEW - - ~ ~ _ _ Slopes (3:1 to 2:1) W H ~
REVISIONS " 1 o O X2:1 SIDE DATE DESCRIPTION ~ a~EER . 5 FT ~ ~ g° SLOPE MAX REVISIONS :VISIONS EXISTING ~ ~ ~
MAX FlLL o oF7~~ DATE DESCRIPTION On`~ Io NOTE ADpna N.N.D. DESCRIPTION ~'a'E Mar 1 -Jun 1 Sericea Lespedeza (scarified) 50 Ibs/acre ~ ~ ~ z EAOO'nw STEP SEOUENCE ~f
SIDE VIEW FlLTER o6' ~ 1:1 SIDE SLOPE 4/s% Am ~ILLWAY piMT GM.A. FABRIC ~ MAX NATURAL , SPILLWAY piART GM.A. & H Z
3 FT GROUND _ W ~ A ~ (Mar 1 Apr 15) Add Tall Fescue 120 Ibs/acre ~ ~
MIN BETWEEN STANDARD TEMPORARY SILT FENCE ~ PASTS BETWEEN E"' a ~ CHECK DAM 6 (Mar 1 -Jun 30) Or Add Weeping Lovegrass 10 Ibs/acre E., as PBSTS Mar 1 -Jun 30 Or Add H II C on ~ x
( ) u ed omm Bermudagrass 25 Ibs/acre Q W ~ H
MAINTENANCE eAFTtF(Trv) Jun 1 -Sep 1 ***Tall Fescue and 120 Ibs/acre ~ ~ ~ ~ ~ O
NSPECT h]IPORARY SEDIMENT TRAPS AFTER Eagi PERbD OF SNNi1CMT RANFAIL REMOVE SEDRETIT AND RESTORE TRAP TO ITS ORIGINAL NOTES DBAENSIONS WEN THE SEIMLEHT HAS ACCUMUUTED TO ONE-HALF THE DESIGN DEPTH OF THE 1RM. PUCE 1FE SEDIMENt THAT 6 ROtOVFD N F~0 ***Brownto Millet 35 Ibs acre U U ~ EMTH ~ p / Q
50' MIN. A DESICf1ATID DISPOSAL AREA ANO REPLACE THE CONTANNATED PMT aF 7FE GRAVEL FACING ***or Sor hum-Sudan H brids 30 Ibs acre ~ ~ .MIN, OPENING g y / x x
BUT $UFFlgENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP REVISIONS diECK THE STRUC7UIE FOR DAMAGE FRpI ERGSION OR PW11G. PERIOgCALLY CHECK 7HE DEPTH aF 7HE SPLLWAY TO fNSURE IT IS A NNNfIM MIN. QF SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED. DATE DESCRIPTION OF 1.5 FT BELOW THE LOW PdNT ff THE ELBANKMENT. BpBDIAIELY Flll. MY SETRflENT OF 7LE EIBANDAFNT TO SCKiiRY ABOVE DESMN GRADE MY PoP RM gSPLACED FRDN THE SPILLWAY MUST BE REPLACID ILNEDIATELY. w~ Sep 1 -Mar 1 Sericea Lespedeza (unhulled-unscarified) 70 Ibs/acre ~ ~
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT STABELE THE EAIBANIGIETIT AND ALL dSI1ANlED ARMS ABOVE 7FE SF)7MENT POOL AND DOYNSTREAM FROM 1FE 7RAP IMLEDIATFLY AFTER and Tall Fescue 120 Ibs/acre ~ o .W.7
t`: ~ ~ THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- catlsiRUCnoN WTH ^~-r"`:,~'~2'-3'^STONE TO BE USED`':~~: Wl TH OF ING OVER THE STONE, THEN THE TIRES OF THE 25' OR D VEHICLES MUST BE WASHED BEFORE ENTERING THE (Nov 1 - Mar 1) Add Abruzzi Rye 25 Ibs/acre ~ ~ ~
EXISTING ;'%,(SURGE STONE OR RAILROAD`', PROPOSED STREET, PDBLIGRDA°. GRAVEL 8c RIP RAP BASIN OUTLET 3A ROADWAY ; ~.,BALLAST)'~ WHICHEVER IS ~ ~ ~ W
GREATER. 3.IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS z
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY VALL BEAN THE AREA AND INVOICE THE FINANCIALLY 0 EIQRA POST IN YR1IXE 4TTACHED OF OPENlIC
RESPONSIBLE PERSON AS INDICATED ON THE FlNANgAI 'HOG WRE AITACIED TO POS75 WTH 1E11GT11S RESPONSI8IUTY FORM. of WRE LENCrxs Consult Conservation Engineer or Soil Conservation Service for
HORIZONTAL MET/L POST SEDNENT PIT veBE° sEaxLaY To wrncA< additional information concerning other alternatives for vegetation of PosTs
denuded areas. The above vegetation rates are those which do well under LE INSTALLATION -STEP 1
PLAN BAFFLE INSTALLATII aASS ~ RIP BAP local conditions; other seeding rate combinations are possible.
FlL1ER OF 1" DIR. WASHED STONE 1. DPoVF STEEL FENCE POST AT LEV FABRIC CUT AND Faom FABRIC FOLDm ***Temporary -Reseed according to optimum season for desired permanent POST AT LEAST 18' INTO owL THE NdtlZONTU oPO~sT HOPoZaNTA1
35' MIN. 15' MIN. NEW CONSTRUCTI~! san GROLNo FENCE POST vegetation. Do not. allow temporary cover to grow over 12" in height before
EXISTING ROADWAY 2 YgCO POS75 ARE NOT ACCEPTAB 1 Uff STAPLES 1' MART TO ATTAC Pods A'~ N0T1~"~ mowin otherwise fescue ma be shaded out. ITAPLES 1' APART TO ATUCII fA~ PERSPECTIVE VIEW HOItlZONTAL POST q, y
TO 'HOG WIE' 12" MIN. pO MRE" FENCE AND FABRIC ~r B RND IN TRENCH
L. BAFFLE SPACED AS PER APPROVE 6" MIN. ; E SPACED AS PER APPROVED PLAN. TOP CF BAFFLE SHOULD BE B' HIGHER THAN THE BOiTgI t>F THE SPLLWAY a
BOTTOM OF BAFFLE 8"x8' TRENCH, ' p
FABRIC UNDER STONE TAENpi AMl TRENar # BAGO111ED AND 18x ~'L REMOVED FROM TRAP i SEEDBED PREPARATION CaLB•ACTED S
SILT FENCE REVISIONS RENSIONS :NSIONS WHEN HALF FULL ~
DATE DESCRIPTION CROSS SECTION END OF DATE DESCRIPTION DESCRIPTION SECTION AT OPENING 0
PLAN VIEW FlLTER FABRIC BAFFLE INSTALLATION -STEP 2 1. CHISEL COMPA T A C ED REAS AND SPREAD TOPSOIL 3 INCHES
DEEP ~ OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
z GRAVEL 8c RIP RAP FILTER BASIN 3B 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
CTION ENTRANCE 7 4~MIN. CONSTRU
DEWAIERING L 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS V~
CONCRETE B OCK LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. O Q
TOP ~ SILT FENCE rMB! rAn, ~ aj COIPACTFD 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE W
MUST BE AT LEAST _ ~ 1' ABOVE THE TOP UNIFORMLY AND MIX WITH SOIL (SEE BELOW*).
~ - ~ 4 - OF THE WASHED ~ ~ ~ STONE
STEEP CUT OR I ~ ~ S STEEP CUT OR FlLL SLOPE _ 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 61NCHES DEEP.
¦ ¦ "o 2:1 SLOPE (MAX) Q
b 0 cn o 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
Y ° 0 STEEL FENCE POST ~ ° _i SET MAIL 2' APART BURY WIRE FEN(, FlL1ER -sTA~uzEavERSONaTDH SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. Q
~ CONSTRUCTION SPECIFICATIONS 0 6 FABRIC, AND HARDWARE o 0~ ~ o o FRONT VIEW CLOh+ IN TRENCH CROSS SECTION w,HTEMPORARYSE~ AND ER090lI CONTROL NEr71NG
N 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ~Co 0 0 7.) MULCH IMMEDIATELY AFTER SEEDING ANDANCHOR MULCH.
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL - ~ DRAINAGE. THE FOUNDATION MOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM ~ DRAIN. PLACE THE BOTTOM ROW OF BLOgtS AGAINST ru THE EDGE OF THE STORM DRAIN TOR LATERAL SUPPORT 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
iri AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. 2:1 SLOPE, GRAVEL FlLTER STEEL FENCE POST RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE.IF
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT m ROWS BY PLAgNG 2 X 4 WOOD STUDS THROUGH WIRE FENCE UP~OPE TOE POSITIVE GRADE 1.0~ MAX. z STAND SHOULD BE OVER 60~ DAMAGED, REESTABLISH FOLLOWING
N BLOCK OPENINGS. WIRE SCREEN HARDWARE CLOTH N ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
2. CAREFULLY TIT HARDWARE CLOTH OR COMPARABLE TEMPORARY SEDIMENT ~ WIRE MESH WITH 1/2-INCH OPENINGS OVER AU_ POOL pEWATERING SIDE SLOPE SIDE SLOPES ~
~ BLOCK OPENINGS TO HOLD GRAVEL IN PLACE. _ _ - _ 2 : 1 (MASL z : i (Max.> ~ 9. CONSULT CONVERSATION INSPECTOR ON MAINTENANCE ~ ) TREATMENT
H 3. USE CLEAN GRAVEL. 3/4- TO i/2-INCH IN l ~ FlL1ER OF i DIR. WASHED STONE FlL113C FABRIC T ON GROLWD DIAMETER, PLACED 2 INCHES BELOW THE TOP 1' MIN _ i6" AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. PROJecT xo. _
m OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND 2' MAX. I 3 SMOOTH IT TO AN EVEN GRADE. DOT ,{157 WASHED - 1 ~ MIH 01010
D STONE IS RECOMMENDED. • ~ cu STEEP CUT ~ FILL SLOPE * APPLY: AGRICULTURAL LIMESTONE - 2 TONS ACRES 3 TONS/ ~ICSNe~: MIH01010-DT2 / ~
I N Em'~aas ACRE IN CLAY SOILS) DESIGNED rrr:
~ REVISIONS SECTION BURY WIRE FENCE AND REVISIONS DATE DESCRIPTION SEDIMENT HARDWARE (XOTH DATE DESCRIPTION DESCRIPTION FERTILIZER - 1 OOO lbs. A R -1 -1 -10 BGS / C E 0 0
0 ti 0 PLAN VIEW SUPERPHOSPHATE- 500 Ibs> ACRE -20% ANALYSIS D'~~'' sY. / KAS
H MULCH -2 TONS / ACRE - SMALL GRAIN STRAW scAU: NTS
RAVEL DROP INLET PROTECTION 13 SILT FENCE GRAVEL OUTLET BLOCK AND G DIVERSION DITCH 9 ANOTHER - ASPHALT EMULSION ® 300 GALS./ ACRE
0 DATE: 3-20-02
0
SHEET NO. C-13
McADAMS
X FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION

~ { Q ~ z o _
Q>- <"I ~ EXPANSION JOINTS Z 1'-0" Q Z ON p-rnp Z - r, " aQ 5~Z SLOPF ENDWALL S ~tn
;p~00 BACK OF CURB ~E p TAR OINfS 1 2" TO 1 8° THICK. ZL~L'`' ~1~00 8' E~j 4'-6° 4'-8" D O ~7 / / 2 U D -rI:CI I 6" z~3 . ~7~00 MAN. aQ
r Z ~ -H ~ X CLASS "B" CONCRETE TO BE USED THROUGHOUT. 11 ~ d CO Z r Z -I ~ 4 »Y» 6" 8" ~ -I S D THE POURNIG OF FLOOR SLAB TO BE ACCOMPLISHED BY FORMING. Q ~ (n = m 2 D STD. 840.038 FRAME w-'O=~? rD-Z'~T~t~ 3'1 FES Z~3 ' OO~~Z rn -1=D =1020
OOa7 58" DEDUCT FOR PIPES FROM TOTAL CU. YDS. OF BRKOC MASONRY, aZ 00'n I 1 i 12' GRATE & HOOD ZD Y Y B ALL CATCH HASINS OVER 3'-6" IN DEPTH TO BE PROVIDED WITH STEPS 1'-2" f--U~O(0 ZD 3" w QZ= ~o~om r oov°"i=z ^ ~~aw= ? zD FES az I~1
2 U1 %U O g" " ON CENTER. STEPS SHPU. BE IN ACCORDANCE WITH STD. N0. 840,66. Q ~ 2 (n %T1 O Z ~'p O TT A - MIN. USE TYPE "E", `F` AND "G' GRATES UNLESS OTHERWISE NJDICATED. Z J ? O ~ ~ ~ a ~ow =v1~o FiCL SL Pt0 - 6" ~oa~.~
n2AZ m = " p JUMBO BRICK WILL BE PERMCfTEO. CONCRETE BRICK OR 4" SOUO CONCRETE ~~0~ n=~Z M M w ' ~~D NgN, BLOCKS MAY BE USED 9J LIEU OF CLAY BRICK. O ~ ~~D ~ ~ U / Wit=- ZJ Z~~O'~i Dpf 4Y a ~O- ~~-Oa n=O~ - l1NF N~ z~
D D IF ~INFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, ADD TO BASE Z • - D D R P R P < 5'-0' ' •':o:.. ~ : •p:: As sxowN oN sTD. No. Hao.oo. a? N N PLAN - r-o' °°u1~ SAD RC - ~~-Oa U . ZF=>DC-Di ~ OON~
O FOR B'-0' IN HEN~TiT OR LESS, USE 8' WALL. OVER 8'-0" iN HEIGHT, USE W p O ~ ~ ~ ~ CURB AND G R UTTE WITH CATCH BASIN ON STEEP GRADES 0_p (A- w Z oN sTEEP GRADES w o INSTALLATION SECTION VIEW Z ~ ~ ~ ~ u~
Z TION X-X 12' WALL TO 6'-0' FROM TOP OF WALL AND 8" WAIL FOR THE REMAINING p z > j 6'-0". QUANTfTES TO BE ADJUSTED ACCORDINGLY. a a m 6" ° Z PREFERRED METHOD OF FILL SLOPE PLACEMENT g ~ d ENOWALL w° ~
PLAN X M M ® EXPANSION JOINT s" o ao ° UNE ww ~ ~ ~ ~ GT I
STEPS STD. N0. 840.66 5tEPS - 840.66 USE ON FLAT GRADES 2Po AND UN ~o ro - END CONFlGURAITON o a ~ _ ' ~ 43
6' 6'-` 3•_p 3._O» DEPRESSED SEE NOTES w~ 2 0 1 6 3'-0" DEPRESSED GUTTER UNE MIN. MIN. ~ x T`
•-0• EXPANSION JOINT co --~I ~ x \ ~
m - B " A ~ m PLAN OF TOP SLAB SECTION S-S SEE STANDARD NI z 6" e " O ~ ELEVATION 0. `--SEE STANDARD N0. 840.01 OR 840.02 ~ rn PIPE X GENERAL NOTES ~ O z ~ ~ tx
~ E~ MIN. E-~ MIN. W r NORMAL CURB AND GUTTER ON LIGHT GRADES ~ ~ = A O Z ~ N ~N UGHT GRADES lL -rl ~ O ID , , ~F' -END SECTIONS TO BE USED AS SHOWN BY O ~ W ~ ~ Z FrT ~ L PLANS OR AS DIRECTED BY THE ENGINEER. LL W z ~ n z ~
~ _ ~ = C z Z In W ~ = NORMA N ~ (A ~ 8" B" G Q N ~ to 6" E {~8 'W" BARS 6' C9 - - cn .E, 'B' 'C' ENDWALLS TO USED AS SHOWN BY PLANS OR ~ _ W ~~z NORMAL GUTTER UNE Z (n w N ~ = AS DIRECTED BY THE ENGINEER. O W O_ Z ~ ~ O
• ~ -I .o•.• ..:..r.' O MRJ. Q m 0_ ~ --I EXPANSION JOINT 6' 3 Q a = ~ O N , -CLASS 'B' CONCRETE TO BE USED IN ENDWA ~ F- w W" ,~.7 ~ p p Jar ~ m a ~ p~ D BACK G " 3:1 -CHAMFER ALL EXTERIOR CORNERS 1". a U U 0.~ O o
6' p 0 ~ _ = ~ C7 Z RODS .0° P1pE ~ ~ -FLARED END SECTIONS ARE NORMALLY USED ~ W ~ ~ \ F ~ ~
~n0 ~7nC7 C D D SECTION Y-Y ~.o.. a:; ro.. d: ,.;o.. p U to C D D _ EPRESSED GU ~ m ~ o SIDE w PIPES WITH SKEW ANGLES FROM 75' TO 105'. o ~ • ~ l ~ I - EPRESSED CURER UNE ° U~ C z ~ D 10 a a -FLARED END SECTION -END CONFIGURATION U °o ~ x
Cn C~ O MIN. Q Q ] (11 EXPANSION JOINT = 0 ELEVATION :;•:,.e:.;•, e:..:..~ D ~ ~ = 1'- ~ A BAR - ° ~ ~ V 6'-D" a E•' ~ p D a - a INLET LOCATION - TONGUE ~ ~ ~ ~ ° Q ~ ao n OUiIET LOCATION - GROOVE a ~ z ~ ' W a
p 8` WH TO 36 PIPE IS USED .,.o. ...,.e....,.o. Z U = ~ 11 Y `-SEE STANDARD N0. 840.01 OR 84D.02 Z U = O O ~ ~I 'K~ ° W W ~ ~ ~ a ~ ~ ITl ~ 'E' " ENDWALL ~ IT BAR AND OR Z U = ~ ~ . ~
~ ~ TION -J Q I- 'O SEE STANDARD Nf -0 ~ D J SIDE ELEVATION I- Y -o OJ D ELEUATION v D ,I E~ SECTION M-M ~n ~ D ~ SECTION R-R NORMAL CURB AND GUTTER ON STEEP GRADES N STEEP GruDES ~ Y - n Z D X STEEL FABRIC ~ ~ ~ ~ _ =~~1`{~ ~ ~ 0 rn n ~ ENDWALL I~ ~ G3
m (n z ° ~ WHERE 42" TO 54" PIPE IS USED U N fTl ~ Z z O ~ n : 6, :.P,; ~ ~ z O MINIMtMI DIMENSKNS AND QUANTITIES FOR BRN:N CATCH BASIN U N rn -1 - END VIEW REINFORCEMENT ~ O W : ~ ~ ' Os _ ~ - ~ ~ PLAN VIEW SECTI L`' ~ N ~
E~•I- --••.I m DIMENSIONS OF BOX AND FIPE COYER CU. YDS. CONC. IN BOX BBp( WSONpY '0~•~:°• J ~ PIPE SPAN WIDTH WIDTH SPAN HEIGHT HEIGHT ONAENSION BARS-U HORS-V BARS-W TOTAL TOP TOTAL N1 W iN eox 140Dt Ymo~rr rn 00 O ~ ON X-X ~ z HI ADD DEDUCTIONS J Z
O J J M M O O D A B C G INN Hi H2 E F N0. TH N0. NGTH N0. NC1H IBS. SLAB FLOOR CONC. CU.1DS FT.HT. TOTAL N1 Wp~,L~ C.Y./ TO ONE PIPE C9 hl J W LL 1~>;lultp, CONC. CU.1DS Fi.Ht. t?.Fff. £f.Hf. C.M. RC. Z p ~ ~ ~~~t ~~~t
'-0 W 12" 3,-O. 2~ 2` 2'-4" 0281 0.281 0.746 :.o :'e : A 15' 3 -0 2 =2` 2'-6' 0.281 0.281 0.802 0.321 W ~7 t~PE DII4ENSK)NS AND CONCRETE TIES FOR ENO SECTIONS AND ENDWALLS FLARED END SECTIONS -REINFORCEMENT W CAROB ix~' 0.281 0.746 0.321 0.020 0.032 END SECTIONS 0.281 0.802 0.321 0.321 0.031 10.047 STRAIGHT EN MON DIM. SKEWED ENDWALLS PIPE DUL QTY. & DIM. OF RODS S1EEL s FABRIC !
:i•.'°:~ I m 18' 3'-0' 2'-2" 2'-10" 0.281.0.281 0.909 LL < 24' 3'-0" 2'-2` 3'_2' MIN. H1 ABOVE - 1.D. A 8 C E F T G N K L YD? G L YD? 12 2 3x4-0 SIDE RODS 3.0 18 2x8 - w2.1 x w1.7 ~ f ~ 0.281 0.909 WN. H1 0.321 - 0,044 0.065 12" 4" 2'-0° 4'-1' 2'=0" 6'-1" 1 7 ' 1'-2" 1'-fi" 0'- " 4'-4" 0.1 ' 1'-0" 8'-4° 0.2 15 2 3x4-0 SIDE RODS 3.0 18 2x8 - w2.1 x wi.7 0.281 1.070 0.321 OA78 0.113 15' 6" 2'-3" 3'-10" 2'-6" 6'-1" 11 1'- " 1'-6" 0'-9' 4'-10" .1 1'-0' '-10" 0.2 18 2 3x4-0 SIDE RODS 3.0
4 0.281 0.281 1.070 41EW WHEN B" X 8' CURB 30" 3'-0' 2'-2" 3'-4 3'-4' VAR '-10' 4'-4" 4 i'-6' 3 4'-1' 3 4'-1" 45 0.147 0.374 0.521 1.305 IS USED IN PLACE OF HOOD 36' 3'-0' 2'-2" 3'-10" 3 -8 YAR. 2'-4" 4'-4" 4 2'-0' 4 4'-1" 3 4'-1" 49 0.187 0.415 0.802 1.586 0,521 1.305 0.378 0.108 0.122 0.170 18 2x8 - w2.1 x wi.7 18" 9" 2'-3" 3'-i0" 3'-0' 6'-1' 2" i'-5" i'-9" 0'-ii"5'-1d` 0.2 1'-3" 7'-7" 0.3 24 2 3x6-0 SIDE RODS 4.5 24 2x8 - w2.9 x w
42" 3'-O" 2'-2" 4'-5' 4'-4" VAR. 2'-1" 3'-6" 4 i'-9" 3 3'-3" 3 3'-3` 38 0.135 0.373 O.5D8 1.811 0 X21 48" 3'-0' 2'-2` 5'-O" 4'-10" VAR. 2'-8" 3'-6' 4 2'-8' 4 3'-3' 3 3'-3' 40 0.173 0.410 0.583 2.147 0.802 1.586 0.403 0.108 0.176 0.238 24" 10" 3'-8° 2'-6" 4'-0' 6'- ' - - 2.9 0.5D8 i.8i1 0.321 0.391 O.ii7 0.240 0.323 2 21 1'-8" 1' id"0' 11" T-4" d.2 1'-5" 8'-9" 0.3 30 2 4x6- DE S 8.D 30 2x8 - w4.0 x w2.9 2 `4
HEFT 2 OF 2 3'-O' 2'-2' 5'-7" 5'-4" VAR. 3'-3' 3'-8" 4 3'-0' 6 3'-3" 3 3'-3" 48 0.211 0.448 0.659 2.511 0.583 2.147 ~ 0.420 0.117 0.313 0.422 1'-0' 4'-6 1'-8° 5'-O" 6'-2" 234' i'-it" 2'-1" 1'-1" 8'-10" 0.3 1'-8 10'-0" 0.4 36 2 4x8-0 SIDE RODS 10.7 42 2x8 - w4.0 x w2.9 36" 1'-3' S'-3' 2'-11" 6'-0" 8'-2" 3° 2'-3" 2'-5" 1'-3" 10'-6" 0.4 2'-0" 11'-4" 0.6 42 2 4x8 -0 SIDE RODS 10.7 48 2x8 - w4.5 x w2.9 0.659 2.511 0.449 0.117 0.396 0.535
HEEf i OF 2 SHEET 1 OF 2 SHEET 2 OF 2 HEET 1 OF 1 42" 1'-ip° 5'-3" 2'-11" 6'-6" 8'-2" 31 Y 2'-9" 2'-11" 1'-6' 12'-0" 0.7 2'-6" 12'-4' 0.9 48 2 4x8 -0 SIDE RODS 10.7 48 2x8 - w4.5 x w2.9 ~ N~~ SHEET 1 OF 1 ~
840.01 Pru~N 840.01 840.01 840.01 31 0.01 2 -1 ° 8'-0" 2'-2° T-0' 8'-2" 4" 3'-4' 3'-3" t'-8" 13'-8" 1.0 J'-0° 13'-4` 1.2 36 - 4s 2 4x6 -0 BACK RODS 8.0 N A 310.01 ~ p.
~ z o o~ o~, o~ Z «u a?+'`' 0 0 °
~~Z 43" NOTE: USE TYPE "E", "F" AND "G" GRATE ~ QQ <~Z 2'-11 3 4' 1 5 8' 1 3 4' N Q} g~ Z a ~ a GENERAL NOTES: O N
~~00 UNLESS OTHERWISE NOTED. 4' Z~y ~~OO B~ 2'-11 3/4` ?'O'~t~tn P - 2U DO ~ rz I ~O z•*1~u1 ~o D , 134' Z~~ Z r ALL DROP INLETS OVER 3'-6" IN DEPTH TO BE PROVIDED WITH STEPS ~~O~C? ~~00 1 -2 ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH STD. 840.66. 4~a
m ..~2D m ~ ~Ow~Z m 2~ A ~o ~O~ -I T ~ ~ OQZS ~O~ ~ ~o A 78' p~~=Z ~Z~~~ CLASS "B" CONCRETE TO BE USED. Z~=~j
_2-~D~m WUaLL2 STIDnm C C C 2 3 4' ¢ Z i f?T -1= D ALL MORTAR JOINTS ARE 1 /2" t 1 /8". w O o- ~ Z WUQti p0~ -i O ~
2(Z11~o 2 1 N~ Ff N Q ~O~ 2(Z/I~O °~0 1 1 2" a 1 1 2' z- ~ ~ w - ~~o i ~ 2' H" ~Op =T1DC~rn X X FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB. I"=~ ~ ZOO BRICK MASONRY DROP INLET NOT TO BE USED IN LOCATTON f- 2tn S SUBJECT TO WUZaIi= ~
n2~O (nF-L~Z,~ ZG~OOr~i ~.ao " • ~~Z a o SECTION - LL SECTION - MM ~00~ n~~z W ~o W 15 i -I D _ o o cn -iD ~ o ~ X X ~~wp Z~~OTI TRAFFIC. Q ~OW p 00-~ ~ Or I-= q
~ ~ A ~ ° A ALIGN FRAME WITH INSIDE M 3 zF->_ g+1 234' X Z cn n= JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4" SOLID CONCRETE V1I- ZJ ~~Z BLOCKS MAY BE USED IN LIEU OF CLAY BRICK. ~I''Oa
~ O ~ ° EDGE OF WALL TO ALLOW W p ~ ~•I o ~ ~ O z ~ o FOR VERTICAL ADJUSTMENT : i" _ 0 Z SECTION B-B D 2 3 4' ao DDD IF REINFORCED CONCRETE PIPE IS SET IN 00~~ ~ 2 3 4' w '~--I BASE SLAB OF BOX, ADD Z ° [n- TO BASE AS SHOWN ON STANDARD 840.00. i-> ~ G.
o ~ 1 1~2" 21 ' S T a 0 j~ ~ 1 1~ 1 1 2 EG SECTION C-C Z FOR 8'-0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12" w°
~ SECTION - ' T ~ 2 3 4' !.o-- 13/4' BB ~ ~ WALL TO 6'-0" FROM TOP OF WALL, AND 8" WALL FOR THE REMAINING &'-0". ° ~ ` o 1314° 2 3 4" QUANTITIES TO BE ADJUSTED ACCORDINGLY. i Y 5" ' ~
~ Y • . m..,~ SECTION - P, SECTION - NN 1 1 2 1 3 4 PLAN x
n 5 8' ~ - O PLAN ~ z ~ SECTION A-A SECTION W-W WITH COPING REMOVED
~ ~ m FRAME,GRATE, & HOOD ASS'Y N N 3 4' ~ ~ ~ A ~ m TYPED SECTION D-D PE C SE( z Q Az 0 © - Z SECTION X-X ~ ~ 3'-s° • 'E C ~ a BRICK CC4'ING 2 -6
~ r ~ I~Om CDrO- o O m rn srD. eao.1 s
m~ul s" - 6" =2 m~u1 m 2 - Z U m= 2'-it 3 4' ~ 2'-it 3 4' a O Z FRAME AND GRATE ~ 13 4' C9 _ _ O O < ~ Q
O ~ -~F- O 13 4' Z ~ ~ 3 -0" ao ~ 13 Q Z U Z ~ (n G ~.-tI F _Z F ~ r e ~ lv
" N n = I QZU N~ zWw H
~iDz ~ o pQp N~Z ©o D -I ~ N N I 13 4' y D o H o H 1- E E co p Q D ~ to fi' A 6" ~ J t1 W H ~
Zi-rT~ K L M K` p(nQ ZijD n ~ ~ n pro - ~Wp p~~ ~~o 112' o ° .Q = Z ~ - ~ ~ d 0' ~ ~ ;O T D ~ UI Z
D . SECTION AA Q Z D O - ~ ~ ~7 ~ p~Q :U i ~`7D N i aWZ COD = (ZO °F--a ~7~ p M `r~
oyA ~ zQ~ pDC7 ~o ~ ~ Y Y nZD L M ~ 7" - ~ I-~ zD Z~~. D Z ~ Q I- ~ o ~ o Y Q~tn woo ~ 'Wr•,4A
Dpi ~ ~ cnUz Dpi _ ~ Z FRAME PLAN SECTION - JJ = " O Z 2 3 4' I N O~ ~ d rn z o z = F'' aU "
2I0 4• 3 S ~WW 2=O G N 2 ,o ~zy aY~ 234' NWw ~r~ NU, Q ,fix
O~ 1 - u i 3'-0 7 8' O~ i i/2 SECTION G-G ~~N rn~z SECTION X-X -N Wv~F
yOO it~- III-- R 3"R 12' c~Q] Woo N 11/2 z1 ~ - z ~ D cn U a N W ~ ~ to D ~ I 12' S 8` SECTIO ~ Q ~ ~ SECTION Y-Y = ~ ~ ~ z~ ~ ~ o SECTION F-F w LL ~ ~ GIMENSKN4S A1~ QUANTITIES ] m ~ Z
z > ~ O - ~ 234' 1 1' -O" • 1 W z ~ i Q O DIMENSIONS OF BOX dt PIPE CONC. TOTAL BRICK MASONRY DEDUCTIONS FC42 ~ ~ ~ ;P PIPE SPAN WN)TH HEIGHT IN BASE ONE PIPE Z ~ M'~' T%g
T 6" 4• ~ 2' 112' ~ ~ 31 3'-0" 1 ' 3 4• ~3/4' 1 2' - 2 1 2 3 4' 1 3 4' PER FT. BRICK MIN. h~'1 F 2 3 4' D A B H CU. YDS. HEIGHT COPING H C.S. R.C. W ~ L}'
SECTION - KK " 11 Id ~ SECTION H-H SECTION Z-Z ~ ~ H 12" 3'-0" 2'-0" 2'-8° 0.287 0.313 0.037 0.871 0.020 0.032 ~ W
2 -11 1 2 4 5 SECTION E-E O 15" 3'-0" 0.267 0.313 0.037 0.976 4.031 0.047 ~
HEET 1 OF 3 R SHEET 1 OF 3 HEET 2 OF 3 TYPE A SECTION - RR TYPE B SECTi ~ 18' 3'-5" 0,287 0.31 3 0.037 1.106 0.044 0.065 O ~ ' 3 SHEET 2 OF 3 24" 4'-0" 0.267 0.313 4,037 i.289 0.078 0.113 ~ '
840.03 HOOD ELEVATION 840.03 840.03 J SECTION Y-Y ~ W $40.03 30 3 -0 2 -0 4 -3 0.267 0.313 0.037 1.367 0,122 0.170 z-
z o o~ NOTES: o~ o~ HEET 1 OF 1 G7
~~Z i 2" EXPANSION JOINT aQ <:~z DETAIL SHOWING TYPES OF GRATES 0 840.15 SHEET 1 OF 1 2 3/4" 1=} 840.15
~ STANDARD SIDEWALK WIDTH SHALL BE 5' AND a~ cn 2'-11 3/a" a]-00 SEE STD. 846.01 cROSSW Z~~ A-po TO BE USED ACCORDING TO WATER FLOW. a1a-~ .
~z~'~~ THICKNESS (T} SHALL BE 4" UNLESS OTHERWISE ~o2U ~z~'~~ B 1 i/2' ~0~2~ DENOTED ON PLANS. o~Niz r?I ..12y ~ 1 i/2' ~o=~ w ao
=T1Dnm " " Waz = =°Dnr~i TYP ' z D V a 1~ ~ z D E G TYPE E TYPE f A q ,~1 o~°~=Z A " T wU¢L~=
2~~0 A GROOVE JOINT 1 DEEP WITH 1/8 RADII SHALL a ~pC9 2~~0 'a 1 z~~oTl BE REQUIRED IN THE CONCRETE SIDEWALK AT 5' INTERVALS. v~i12-~z~ z~-oo~T~, 1 g ~/g Q rr00
~S~z ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50' ~ooQ ~S~r ~ PERMANENT SOIL REINF N~woa ORCEMENT oo_~ MATTING (PSRM). INSTALL LEVEL
~-~D O cn~ g~z -WATER FLOW WAT R F INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED z yDD SAG E LOW g 7/8" Z .N AND FLUSH WITH NATURAL GROUND.
~o WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. (1p cn - - - - - _ - z o z a~ w°
SIDEWALK B 1 1 2' SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION 112• ° SQUARE PREFORMED SCOUR 1 3/4" HOLE (RIPRAP NOT SHOWN SEED WITH NATIVE GRASSES
REQUIREMENTS AND CONSTRUCTION GUIDELINES. INTERVALS e yyyti FOR CLARITY) AT INSTALLATION
~ycyT2 s i 1/2" 5 8" W
FFy PG~~ a 1 8" RAD SURFACE OF 'pay ~ ~ SEC SECTION B-B
1 2' EXPANSNIN JOINT ~A N - - m JOINT SEALER SIDEWALK s ~ ~ ~ ~ m 1 3 4' 21 4' z
~ O D ~ -~°WATER FLOW --SAG WATER FLOW ~ ~ Q 4.5' ' O O m 4 (MIN.)
r w C n cn o;.: ~'>:.:.::>.'.:.::e: p'.: ~.;.•o'. ~ Y N ~ SECTION A-A O c~ mm~N w O PIPE OR DITCH 0
2 O:.d• p`.d• P:•d• P:•d' / . P:.d• p':.d• p;,d• p;,d• O ='t Z I~ ?Q c~ = v OUTLET
n ~ „ ~ W 3 ~ z ~ TYPE "F" TYPE "E" TYPE G TYPE - E ~ D 1/2 JOINT WIDTH JOINT FILLER ~ z ~ W O -I PE-E Z ~ A 3~Q QzU U
fTl z - sIDEwALK p ~ ~ ~ D RAISED FLOW ARROW ~ a T=SIDEWALK THICKNESS 1 2' IXPANSION JOINT - D D O P 1 16" HIGH 2 3/4' I~ ,OW 2 3/4. ° Q °
m D p~ D RAISED FLOW ARROW e / ~ r ~ SEE STD. 846.OT ~ p ~ A 1 16' HIGH 2 3 4 ~ " Q ZH:1V SLOPE NATURAL GROUND °
~ o TRANSVERSE EXPANSION JOINT Q W D to o / 0 p " ~ W ° 1' MIN. pl-a QFj
- o IN SIDEWALK PLAN VIEW p t- ~ U~ Qw oDo Q 0
mD ZD N 112" 1 /2" EXPANSION JOINT to U n 1 1 1' ~ ~ ~ ~ 3 8" WIDE x 1" DEEP GROOVED OR D p ~ ~ - m N ~ Z n w O CLASS A RIPRAP 9 THICK
D z SAWN JOINT TO BE FILLED 2 Z n z n 1/8" ~ O ~ ~ O a 0 _ W/ FILTER FABRIC
~ WiTH JOINT SEALING COMPOUND ~ U = _ 1/8" M cn W w 134" I
Y ~ BUILDING, ~ O~ O N q 1 3 4' o co o t t 2' -1--~ WALL, ETC. 1 8` RAD 1 8" RAD z D O P 1 8 ~ w A I+• c0 Q 1 1/2°R 1 8° w ~ ~
z 2'-11 3 4' 2-11 3 4" P~td.•' P:.d•r• p'.d•~' P d''• D,•d•1 •'p'. i. 0.~'P• V.j'P, 7. 7 / O w A
O'..d•~. p',.d•~• p'.d••• / : d'?• P: •d•~' P:.d'•, p!.d••. p'.d• 1 1I2" ' I I / 8"
PROPOSED ~ ::P~' ~ ~ :.o:..: ; " ~ PROP. C&G y ~1 1/Y 12" PREFORM --I ED SCOUR HOLE A
SIDEWALK T 1 3 4' SECTION A-A 1 0 ~ 8" NTS
r HEET 1 of 1 PE - F SEC' SECTION A-A SHEET 3 OF 3
CU AI i'I SHEET 1 OF 1 HEET 3 OF 3 ~ DET LS S OWING JOINTS IN CONCRETE SIDEWALK TYPE c M 848.01 848.01 840.03 840.03
m 0
CU
U
0
LL
m
3 D pROa>;eT' xo. ~ I H _ 01010
Cn f- ~11.>;x~: MIH01010-QT3
C] 0
ti 0 n>saDrTgn sr: BGS
0 x
H llRA1PN BYs v n c
4/i
0 ti 0 scAU: -NTS
0 L DATE- 3-20-02
ry
r stir NO. C-14
i
C
J
X FINAL DESIGN - N EASED FOR CONSTRUCTION [AMcADAMS

Z D t1~ SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE ? r~ IF SPECIFIED, V1
tam 6'-0' ?Uj d~ ~ Q QQ¢ z COVER SHALL STATE USE OF SYSTEM Q¢Q z~= - CLE„ SEWER, STORM DRAIN, ELECTRICAL) ~~=Lj
Z 3' 'B` BARS @ 11' CTS. `3' ZQ3 ~Npp J U D?~~~ wJ?l~ ~?~HZ ~Z~=D ~Q ??~=Z
f Z 3'R ?~tn= H?~ D = Vi ~ ~ TOP OF COVE ~z ~
-1=D U L7 S Z D ('7 WCaJQL'-1=7 LI~DDf'1 ~UQ~l7 F- = Z O ? Q Q=~°W ` =v1o? A `O A Q=~ w
X ` H~oo ~ X z~ z°?~ . ~ ZJ Z`"~ ~ ZJ v,~~?Q ~S°H B B No'LL°~
Zp?r r " n=~z GENERAL NOTES BILL ~F MAT _L ~F MATERIAL ~z C~ z .-a D D D Z~ •
=~z DOWEL C p°~ £DD STANDARD OR JUMBO BRICK SHALL BE USED FOR WALL CONSTRUCTION, DDD ~ i-~ D-I SOLID CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION _ rr^^
~H ~ o_Q ~o MATERIAL. BAR QTY, SIZE LEA Q-~ ~H ~ Vl 4, ~ QTY, SIZE LENGTH WEIGHT wq q z ~ w ~ a o
io W z PRECAST UNITS MADE OF CLASS 'AA' CONCRETE MAY BE USED IN LIEU A B #5 z OF BRICK MASONRY CONTRUCTION, DESIGN OF PRECAST UNITS SHALL B 14 #5 B #5 1'- 9. U2 R O O
PLAN BE SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION, C 52 #4 -4: 52 #4 -411/16' 483 BOTTOM OF COVER - llr W Z 14 #5 6'-li 3/ ' 101.5 1' R, ~ ~ „ O
OPTIONAL MANHOLE ~ 5'-9 3/8' (WITHOUT TOP) Y 14 #5 6'-1 STEEL TOTAL WEIGHT 239, X ~ ~
FER PLACEMENT~AND SEE STANDARD 840.54 ~ ALL ADJUSTMEINT THE UNIT PRICEAB D ~ DR EACHRUNIT, MATERIAL SHALL STEEL TOTAL WE O T FOR MANHOLE COVER & FRAME X BE INCLUDED -I STEEL INFORMATION HOOK 4 7/16' RADIUS HOOK ? 0_' ~ ~ CU. YDS. CLASS 'AA' CONC ? ~ U1 a' t` Ds, CLASS •aA• cDNC, z.6 ~ pq A 3 ~ PLAN DF COVER ~ ~ \ ~ n1
~ ~l 6'-0• BRICK MAY BE USED TO W ? D OPTIONAL MANHOLE SHALL BE INSTALLED IN POSITION AS DIRECTED BY ? FINISH GRADE DJUST FRAME & COVER Ce ~ q %v ~ THE ENGINEER, ALL REBAR CROSSING THIS OPENING SHALL BE CUT OR CU, YDS. BRICK/f T. Hi. i DS. BRICK/f T. HL (B') 0,53 ? z ~ z ? I,J ~ a DS. BRICK/FT. HT, (12') 0,84 ~ z ~ z Gi PLAN DF FRAME ~ O x a
~ ~ TO SURFACE ELEVATIDN MAX. 1' ? Z ~ z BENT TO ALLOW 2' MINIMUM CONCRETE COVERAGE, THE OPENING SHALL CU. YDS. BRICK/FT. HT, (1 C ~ Z PLAN OF TUP SLAB "Y' BARS ONCRETE TOP SLAB 1i- Z ° ~ r BE ENCLOSED WITH 8 'A BARS TIED TO THE REBAR MAT AND SET SO A Gl ? = H r-u ur ? di W a N
vi ~ •B' BaRS ? ~ q ~ H MINIMUM OF A 3' CONCRETE COVERAGE IS OBTAINED. REFERENCE STD, fTT ~ 6' 'Y' BARS a 11 l/4' CTS. 6' BAR DIMENSIONS ARE OUT TO OUT •.r, p;:~,;,.• • V1 N0, 840.54 FOR MANHOLE INFORMATION, Z I-- Z f = Z
2 ;o T U Q £ td JUNCTION BOXES OVER 3'-6' IN DEPTH WITH MANHOLES SHALL REQUIRE HUQ ? H Z zlna 3 z~ cii r-1 U4' Q Q 0 0
~ ~ ~ I DowEL 'C' 3 e ~ fr1 ~ STEPS TO BE PLACED ON 1`-2' CENTERS, REFERENCE STD. NO, 840.66, -1~1N ~Z~o =D~ ~ W ~p m a xoo q~('') ~7z 1ll3/4 314' m ~ q® O \ HeN~
= D D .•,v q ~ ~ Z DOWEL 'C' BARS SHALL BE SPACED AT A MAXIMUM OF 12 CENTERS. q cn D d ~ q w r l ~ ~
~ ~ d ~ - 0 4'-8' A ~ Z D MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12'. ~ Z D 6,' ib a g C ~ ~ W ~ (1 %O IN ACCORDANCE WITH ~ l7 W 3 ~ 1'-10 718' ~ ~ ~ ~ P" ~ ~ az~ F'lty A o_ W ~O~
CONSTRUCTION OF THE JUNCTION HOX SHALL BE ~ ~ d ~ v ~ y 8' A H ~ d SECTIONS 830, 832, 834 AND 840 OF THE STANDARD SPECIFICATIONS,
~ ao °z Z~0_ WLty W ty ~ O1 w w STEPS -SEE Q = ~ C ~ z ~ n_ d ~ TYPE #i z Z ~ ~ aQ= D~ I fur Q ~ - ~ w ~ Z 3 314 ~ ~ ~ Ul ti
~ C i7 t0 ~ H o GENERAL NOTES ~ ¢ ~ . Z D v1 W H d ~ llr ~Ij ^'I ~ ~ Z W ~ d3 H "1 ~~LT' ~ = 3 z ~ _ ~ w x a
P4 3 D Dn~ ; w = z-Iz
Z ~ Z ;.p.••;. ~ IPES SHOWN ~ H U W tl Gl Ly r-~ ~ • .12. SEE INSE7 'A' FOR ILLUSTRATI ? H U w n? ~ ~ r-to 51s~ ~ ~ J ? ALTERNATE J \ ~~unn,
? . o •p a OWEL 'C' PURPOSES ONLY ~ ~ ~ C z ? L~ ° ~ o SECTION B-B Z iu
tf ~ :{1 r" o U W Q o f'l td Q ? ~7 ~ 2 0 Vr MINIMUM WEIGHTS - LBS, ~ ~
~ PLAN OF BASE SLAB INSET A o N ~ ~ ~ ? ~ ? CONCRETE BLOCK L-- X ~ L- r-9114' FRAME - 180 ~0 9 Z _ LL ~ ti ~ COVER 120 ~ Q- y
X NOTE 1~ SECTION 'B' OF THE PROPOSED WALL SHALL BE 8' THICK, SECTIDN A-A TOTAL - 300 AL ~
SECTION 'A' SHALL BE 12' THICK, ,VERTICAL HEIGHT A , NOTE 2~ IF PROPOSED STRUCTURE EXCEEDS 12 0 q• .,.,,'•e.:, SPECIFICATION 4
DESIGN WILL BE REQUIRED FOR APPROVAL. • r' • NOTE 3~ ALL REINFORCING STEEL SHALL BE SINGLE MAT; r BaRS a 111/a' HEET1 oF2 HEET2 OF2 CLASS 30 IRON MEETING SHEET2 DF 2 HEET 1 OF I HEET i DF 1 ~ (GQ` ASTM A-48 I NE
HEET 1 OF2 EXCEPT DOUBLE MAT STEEL MAY BE USED IN LIEU ~ECTIDN X-X OF HOOK BARS IN BASE SLAB, CONCRETE BASE SLA (WITH TOP) 840,34 840,34 840,34 840,54 TYPE #2 840,54 ~ ~ z EP~~~•
840,34 z ty~ ,~~`~~r N ` of
ty ? il'-6' SEE STD. # 838.45 FOR GENERAL NOTES, ~ } 0, aQQ ~ ~ z QQa I- 3
Vi p m -G1 2-'G' i" 2', Z~ S'
'U'-'~%T7 FILL FACE P' J?UU VAR D ? ~ g Vl @ 9' FILL FACE i7 I+- r-i Z wJ°~z ~ '~=D p°~'Vl=
~ jZ-I=D 90' I.D. ILL FACE - ?°Q.~= i-+? ~1 -1 V1 STR. FACE I ,V, @ 9, V'e i' 6' W Q Z ~ 2 c~°a°r~i w~aw~ = z a GENERAL NOTES: I- ? ~ ? ~
p D ('l f'1 @ WING WALL I-- U Q l7 ?~'zD Bz 1 e 9• H' a ~°W VAR R STOP BAR VAR R ~ o ° ALL CONCRETE SHALL BE CLASS 'A". ¢ _ ~ z J z~?1- v,t-
?=AH ALL EXPOSED CORNERS SHALL BE CHAMFERED t . ~wo¢~ ~
~?r ' D[A. DRAINS V 8' ~U-~"4_' ~=~Z ~ ~ ~ ^ 6' ABOVE a WING WA ~ ??H PED X-ING - £-ID ALL DIMENSIONS RELATIVE TO PLACEMENT OF REINFORCING STEEL ARE TO CENTERS OF BARS. o?~ a D~ A STONE DRAIN CONSISTING OF ONE (t) CUBIC FOOT OF NUMBER 78M STONE CONTAINED IN A POROUS
DDD in - FLOW LINE ~ N ~ Z~~ _ FABRIC SHALL BE PLACED AT EACH WEEP HOLE. SUBDRAIN FINE AGGREGATE SHALL BE PLACED a_q ~ w
N ~ T4 o_Q ~ SEE NOTE 10 w BENEATH, AROUND AND OVER THE STONE DRAIN SO THE STONE DRAIN IS COMPLETED COVERED BY A LAYER ~ ~ ~ OF SUBDRAIN FlNE AGGREGATE AT LEAST ONE (t) F00T THICK. WHERE THERE IS MORE THAN ONE WEEP HOLE IN Q ~ o
8' TS @ ~ I•, CONST. JT. Bi 3'-p• MIN ~ ~ AWING WALL, A HORIZONTAL DRAIN OF SUBDRAIN FINE AGGREGATE AT LEAST ONE (i} FOOT SQUARE IN CROSS 3 ~ I
ii SECTION - AA X f SECTIDN - BB ~ ~ SECTION SHALL BE PLACED TO CONNECT ALL STONE DRAINS. A VERTICAL DRAIN OF SUBDRAIN FlNE Q o ~ ~
ELEVATION 4" Z SEE NOTE 10 ~ ~ BILL OF MATERIAL FOR ENDWALL J ~ ~ AGGREGATE AT LEAST ONE 1 FOOT SQUARE IN CROSS SEC110N SHALL BE PLACED AT EACH WEEP HOLE Z ~ W ~ _ -I a z~ D ~ TO AN ELEVA110N OF TWO (2) FEET BELOW THE SURFACE OF THE EMBANKMENT. W ~
~ REINF. STEEL 1 PIPE J z?~ ~ c~
~ S'-9' 1 TOP (r BOTTOM BAR SIZE LENGTH N0. VEltrlf ~ Q 3 ? z ~'-6' • ? 3 w VAR PED X-ING R VAR D~z ?Wp ~ ° w~?
~ ~1 ~ Bv1s' - sPA. a 9• Bl #4 5 6 4 15 W q ~ ? r' 'Z' BARS IN B2 #4 4'-6' 4 12 STOP BAR d~~ WEe z~=
H ~ H TOP OF FOOTING 9'-8' 2 40 ~ Z ~ STOP BAR zn~ Gl #7 HW~ ~Z= 3U~ o ~
= Hl #4 7'-2' 10 48 3 rj VAR R H2 #4 2 7 aWN ~ ~ ~ T4 5 6 ~ dP DTI QZN Z ~ o -I ? ~?D AC~~ H O
~ ~ H 3'-5' 4 ~ lv D 3 #4 ~ 9 g W w ~~v~,: PROPOSED OR 1POSED OR z ~ ~ ~ W N nl
N O d P q ao Ni #5 3/ 11 14 57 q ~ d FUTURE
z D ~ h~~ 5' N2 #4 3 -5 s is ~ z a SIDEWALK =WALK k~~ Qw~ m z ~ d q(~L3 ~ U
~ ~ sPa a 9' FILL FACE T1 #4 14'-6' 6 58 Z U r Wnd z~H Z~ a a?3 I-1 A O
~ ~ d SPA, @ 9' 2 SPA. @ 2'-6' STR. V2, 2-V3, 2-V4 2-VS Q ~ K~ Imo, 'N' BARS IN TOP AND FACE 2-Ht, 1-H3 T4 #4 6'_9' 6 27 ~ W D v1 L~ Q W ~ ~
Ul ? D 9• 3'_3' BOTTOM OF FOOTI4GSPA. @ i'-3' FILL H3 T5 #4 2' 6' 40 67 A J ~'i1 ~ FACE 3-H1, 1-H2, 1-H3 SPA. @ 1'-6' V1 #4 7'-3' 6 29 W O N
TRI MP P HA S H W cn ? z PLAN H~ ~ Hz ST(L FACE - V2 #4 5'-10' 10 39 ~ U H ~ Z ~ 2 2, 1 V3, 1-V4, ] V5 CY Vj - A~~ ..,Wq ~ Wx
~ V3 #4 5'-0' 6 20 J ? AR V3 N D A ~f'l? z Q x ~ a ~q ~ x o
~ d ~ Z z zl a'-o' e' V4 #4 4'-1' 6 16 Z V.. ~ ~ £ ~ ; 3'_s. z' ~ va vs VS #4 3'-2' 6 13 w H ~ ca ~ w?z ~pU~ ~
~ D ~ zz ~ ^ b 'a Z3 H,_iB, 6• Zl #6 4'_8' 6 42 W oz v~ x~x
~ iu iu Z2 #5 4' 0' 6 25 ~ ~ W
H1 6'-~• " "T `z' Z3 #4 3'-4' 6 13 H2 4'-11' ~ ~ 5-NI -N2 1'-1•-I I- B SPA. NOTE: HANDICAP RAMPS SHALL BE INSTALLED D F- ~ o a
H3 2-10' 'N' BARS 'Z' BARS a 9' REINF, STEEL LBS. 555 STALLED F- ~ ~ ' F ~ O HEET 1 OFI HE D 1 a ~ a'
HEETI OF2 'N' BARS WING ELEVATI[N HEET1 OF2 AT ALL INTERSECTIONS WITH SIDEWALK IEWALK ,4 838,45 w 838 5
838,39 coN,iR,c, cu. rDS 7.1 838,39 z
0
WHEEL CHAIR RAMP A
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT :XPANSION JOINT
PROPOSED " PROPOSED OR ED OR
W w FUTURE:.. - 3 -4 - FUTURE ~ a o_ OR w ~ SIDEWALK of SIDEWALK a K
~ ~ a
I ~ ~ ~ ~ ~ I
N din GRASS ~ o STRIP GRASS STRIP W
BACI~"OF CURB BLDG tk
B~ . B a. ~ . a ~ . . 4" CRUSHED STONE FACE V i/2" PREMOLDED ~j
•DEPRES ED CURB ~ p 1/2' TOOLED CJ BITUMINOUS EXPANSION ~j7, SCORING PATTERN JOINT AS SHOWN ON ^
" 2' ~ 1/2° LAN (20' O.C. MAK) TOOLED EDGES
• 0?' 37 SEE NOTE 2 & 1 A 32 N ~ 0
INSIDE PEDESTRIAN PED. CROSS WALK VAR SLOPE NOT TO NOT TO
CRITERIA FOR USE OF CROSSWALK LINE ~ (10' MIN) EXCEED 12:1 o- 2:1 _ _ _ _ _ _ _ _
STANDARD ROLL CURB ~o, I I I rI I I-I I i \I I t-I I I--I I I-III I I-I nf-III-i I I-I a-I a-III-n i-I I I I I-1 a-n I I
0 1. SINGLE FAMILY OR DUPLEX DEVELOPMENT. `98% COMPACTED SUBGRAOEJ
RAM R HAI WH TYP A W V AN PL P 9B% 0 RAM R TYP. CONTROL JOINT IN UPPER 12" ~ EXPANSION JOINT C~PACTFD EJ AT WALL
2. STREETS ARE SHORT LOOP STREETS OR CUL-DE-SACS SERVING A MAXIMUM SUBGRADE NOTED AS CJ ON PLAN NOTED AS EJ ON PLAN UPPER 12"
OF THIRTY DWELLING UNITS
6" ~ y y ~ y W y y
3. TRANSITION TO A STANDARD SECTION E OF A CATCH VARIABLE 5'-4' STANDARD 2'-6" 5 ON EITHER SID IDARD 2'-6" ~ y y y
BASIN OR FIRE HYDRANT. 1/2" EXPANSION JOINT CURB & GUTTER 8& GUTTER V W ~ W CRASS m W NOTE:
1/4" PER 1' 3" R 4. STANDARD CURB AND GUTTER WILL BE 6 5 8" d 12:1 - 3" R 4° THICK CONC., 3000 PSI MIN. A
a REQUIRED FROM PC TO PT OF ALl 6" USE 1/2" BITUMINOUS EXPANSION JOINT A MAX. OF 20' O.C. AND A
Y CORNERS. " J 4 6 WHENEVER CONCRETE WALK MEETS
cu SLOPE 3/4" , 0" 0 5. THE MAXIMUM SPACING BETWEEN CATCH PER FT. R,3 4 d. PROPOSED OR WHEEL CHAIR RAMP 9" 1'-9" FlXED OBJECTS (IE. CURBS, BLDG ETC.)
BASINS IS 500' OR WHERE THE FUTURE z fi' JOINT TO JOINT
~ MAXIMUM GUTTER FLOW EQUALS 10 • 33' Q3 N ALCULATIONS a d 2$ SIDEWALK CUBIC FEET PER SECOND. (C ~ ~ UNLESS OTHERNISE a NOTED
ARE REQUIRED WITH THE PLAN AND d s, N w tB o H N
cri PROFILE REVIEW.) ~ AREA CONCRETE = 250 SQ. IN. DEPRESSED CURB 4 d S w 5" SMOOTH
Q d m 6. METER BOXES, VALVE BOXES, MANHOLES, cv a TROWELED C.J.
ETC. MUST BE 6.5' OFF THE BACK OF _
~ CURB OR BE ENCIRCLED WITH A 6" a ~ THICK CONCRETE SLAB, 18" ON ALL
~ SIDES OF THE FACILITY. PRUlECT N0. MiH-o1 a10
~ 7. DRIVEWAY SLABS MUST UTILIZE STANDARD 30"
3 CONCRETE FLARES OF ENTRANCE. -0 11'-4" GRASS GR CURB & GUTTER PILENAlIE: - T4 MIH01010 D
~ SUBJECT TO APPROVAL PROPOSED OR (VARIES)
~ BY THE CITY ENGINEER FUTURE 4'_p" 3'-4" 4'-0" n>aIGn~H BY: BGS PLAN VIEW TURN-DOWN
o SIDEWALK TOP OF C TOP OF CURB 9DEWAlK DETAIL DRAIIN HY: KAS
o VAR SLOPE NO TU EXCEED 12:1
° r,~~-.~ ~r r~i ini int,i r~Tn~innnn 7l1~~ f~(11 I rFl ~I II7D CONCRETE WALK 5~~: „T„
H U11 T Ur UUMMAIVI JIHINUHAMU JU RULLCU UUI\D NIJ SCALE: NTS
o WHEEL CHAIR RAM DATE: 3-27-02
o STANDARD GUTTER LINE CURB DEPRESSED CURB 7~z GUTTER LINE
SKEET NO.
TION-
C L
McADAMS
J FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
X

5 1/32'
N See separate detail for ~ NOTES;
Frame and Cover ~ 1-Concrete strength 4000 psi min. A
2-Refer to contract documents for -I-
~ ~r , ~r Pipe angles and elevations. WA til C1 U
b` ~v b'" ~ `o~ 3 pksti~ccemer~.sFaedw,spec ~ cp153 o Plastic cement to be used to fill lik 7 5 1 NOTES '
~ c 2'_O' hales and gaps between pipe and / ~ ~=i v m u ° manhole; or o-ring type joirH conforming
v FLOW I o to ASTM C443-79. 4" t' M 53 SEE NOTE 3 5/16" 1. STEEL CASING PIPE SHALL BE FACTORY COATED WITH BITUMA O o STIC. ~y
- 4-Build brick invert and bench as t/4, 1 4° 2' 3, - shown an 'Typicol brick sanitary 2' W 1~1 5" ~ ~ 2. SPIDERS SHALL BE SIZED IN ACCORDANCE WITH CASING PIPE AND CARRIER PIPE SIZES. THEY W Z I
~Q ~v ~d sewer manhole detail. t• c 0 SHALL BE SPACED AT TWO PER JOINT OF PIPE AND SHALL BE HOT DIPPED GALVANIZED OR ~ ° O BITUMINOUS COATED. THE SPIDERS SHALLL BE AS MANUFACTURED BY "SPIDER MANUFACTURING ~ x Z`
° ~ 1 9/16" ~ 5. 3/8, `o F'-41/2' m ~ ~ 5 3/4' 3/8" n COMPANY" OR APPROVED EQUAL. ~ ~
A 6 1/2' ~ ~ ~ a ~ A,
~ 0 0 3 8' ~ ~ w aLv z ~
- 15" COVER 0 0 a
4'-0" z z~ o
a; I ~ o SIZING TAB rT~ ~ ~ o 0 LE FOR CARRIER PIPES AND CASING PIPES BOLT LOCK WASHER FLAT WASHER AND NUT W p. Ix o 0
#3 bars s '4° AsrM A-615 CONCRETE, g a0 \ F ~ 0 NOMINAL STEEL CASING PIPE SIZE (INCHES) ~ ~ I
MORTAR BLOCK I o W CR BRICK o ° CARRIER PIPE E-1 ~ rx x CARRIER RAILROAD CROSSING HIGHWAY W ~ O ~
~ x 3/ " c _ _ 1 1 /8' LOPE I ' e 8 /2. PIPE SIZE CROSSING W a
4x~.. 6, ivE 7 t/2• INCHES OUTSIDE WALL OUTSIDE WALL ~ ~ ~ ~ ~ } W . Cn DIAMETER THICKNESS DIAMETER THICKNESS STEEL ENCASEMENT PIPE ~ ~ p
AS.T.M A-1 c0 ' Y'~~ o SECTION A-A 6 7/8' .1 I z w • ~ _ 3 & UNDER 12.75 0 88 6.625 0.250 W ~ a V
i RUSHED STONE 2' 1'-0' 4 12.75 0.188 8.625 0.250
CONC. 84SE m 6 12.75 0.188 12.75 0.250 SPIDERS _
X57 STONE BRICK INVERT ~ 8 16.0 0.219 16.0 0.250 ,o`~t Cq~ I.
1/4' B 1/2' 3/8' N TYPICAL CROSS-SECTION tfi' 10 20.0 0.281 20.0 0.250 ~N Off/ ~ / : o~` Ess,, ti
9' 13 5/8° 10 1 2' 12 24.0 0.312 24.0 0.250 ~ t' QF ~iy 9 14 28.0 0.375 28.0 0.312
NOTES: AL 16 30.0 0.406 30.0 0.312 ANGLED SKID 24
1 -INVERT SHALL BE EXPOSED BR~K, SMOOTH AND CLEANED BY BURLAP MATERW.. 1 18 36.0 0.469 3fi.0 0.375
2 -WIDTH OF INVERT SHALL MATCH INSIUE DIAMETER OF INCOMING & OUTGOING PIPES. D + I'( ' ; 20 42.0 0.562 42.0 0.500 ~ E~,~" I N
1/a' 3 - B~cK INVERT sHALI ~ FoRMED As slfowN. PLASTIC STEP CAST IRON STEP 24 42.0 0.562 42.0 0.500 9 P~
4 -All INVERT ELEVATIONS SHALL BE As SHOWN ON APPROVED CONSTRUCTION PLANS. 7 3 8" A1V P: E o, gt~inus{~~,~o~
5 -BENCHES TO BE BUILT OUT OF CONCRETE, MORTARED BLOCK OR ~tICK. STONE
IS NOT ACCEPTABLE.
BASE SLEEVE TYPICAL SCREW TYFE VALVE BOX ASSEMBLY
-CAST CONCRETE MANHOLE TYPICAL SCREW TYPEbVALVE BOX TYPICAL MANHOLE INVERT DETAILS TYPICAL PRE FOR 4 6' AND 8 VALVES FOR 4" 6" AND 8" VALVES PIPE ENCASEMENT DETAIL ~
~ ~
A A
I I I (/1 W W
I Il11lI I~ II I ill I I IIII I ~ a a I111111I I I NOTES: FlNISHED GRADE Z III II III • o
W I ~ ,li ~I r+ N N I I ~ , t • CONCRETE SHALL BE 2500 PSI. ~ O o , I I I , 2. CONCRETE SWILL NOT CONTACT ~ ~ ~ ~ i I I
z I~ I II J _ ~1 T' SOLID COVER WHEN REQUIRED I I I BOLTS OR ENDS OF MECWWICAL ~ ~ N JOINT FITTINGS. ~~~~~j~ I N 3. / / ~ I
U P ~ `~'.A ' o y 'c STANDARD LETTERS UNLESS , v '»i.~:.'• , 'w TRENCHES SHALL CONFORM TO ; ~ ~ ~ Q~y ~ 1. ~ ` » STANDARD
OTHERWISE SPECIFIED % sF Ep 4. ALL BENDS AND INTERSECTIONS SHALL HAVE CONCRETE THRUST BLOCKING
1/8 BEND 4' MIN. SEE STANDARD THRUST BLOCKING SCHEWLE ~j
8" MIN. PIPE aA. 8' NIN. WATER MAIN 1' COPPER 4 - 1' HOLES VARIABLE
DETAIL "C-C" TEE INTEI p TEE INTERSECTION ~
1' CORPORATION STOP o o o
CRY OF DU~IAM STANDARD TOP OF COVER H w I W H~
CONCRETE WATER METER BOX CONCRETE THRUST BLOCK W/1' C.I. TRAFFlC COVER. o ` I I F' ~ ~
( I ` _ z ill i II II
- (I +I( NOTE : Z ~ I III l i I I i i. NOTES: ?I ~ 1 „I 1 I t z~ ' I I I I I FIRST JOINT ALL PIPE IN DROP I--I A O
1/2' R FOR CURB AND GUTTER, LOCATE ~ ~ , I METER BOX 12' BACK OF CURB. m CLASS I, II, OR III MATERIAL , , . I r...: ~ i W x D.I. PIPE (TYP.) CONNECTION SHALL ~h. I , I ~ BE DUCTILE IRON. a ~
PLAN i I I ~ r~ ~ , I ~ H
g ~ , 1/2' 1' R o PIPED .a';.;,.
1/2 a ~ YARU,BLE BOTTOM CF u. ~t':i: ~ I
COYER MINIMUM AVERAGE WEIGHT N0. 57 STONE RING 190 ~ o ~xo . ~ ; . ~ . I VARIABLE ~ U
~o COVER 120 iM I I ~ F
1° ANGLE VALVE FORD AV 21-444 TOTAL 310 ~ ~ THRUST BLOCK AREA ; ' ~y''` ~ W x+
OR APPROV. EQUN. VAR ~ a o ~ ~
FlN. GRADE z'-t t/a' 45' BEND
2' MIN. 1'-11 3/4" I5' BEND ~ ~ ~ W
BRASS PLUG 1'-11 1/2' z 90' BEND CONCRETE
1 `-90' BEND 6" MIN. 1 1 2' ' ' ~ ~ r " BLOCKING O + ~ TO TOP OF
~ 3' STANDARD THRUST BLOCKING VIEWS ` ` ~ ; PIPE. (TYP.}
CRUSHED ONE 7 1/2' If2 3 4 ' N.C. DOT X67 4 3/4' 1' 1/2 ~ /
1" CORPORATION STOP ~ 3 3/4 1/8 BEND 2 1/8' ,
1" COPPER WATER MAiN 1'-10 1/4° 1/2'
4 3/$' 2'- 1/2' REQUIRED BY ENGINEER.
ELEVATION
z'-s t/a'
TYPICAL SANITARY SEWER DROP MANHOLE DETAIL
BLOWOFF ASSEMBLY MANHOLE RING AND COVER TYPICAL PVC-PIPE BACKFILL DETAIL FOR 4 ,6' do 6 M4%!6
0
PROPERTY FORD FORD
LINE T SIZE METER 1 HORIZONTAL THRUST BLOCKING SCHEDULE EXPANSION
NEW CONC. TO BE 3000 PSI SAW-CUT dr REMOVE 3 CTOR EC-i 6 OPP K-SOFT K-SOFT
1' DIA SMOOTH BAR IXISTING PAVEMENT. BORE 1 1 8' DIA, 1'-0' BASED ON TEST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET) 5 YOKE ~ ~ av92-313w AYg 5o4~W
1'-6' ON C ALONG CUi , FIRE HYDRANT, PUMPER NOZZLE TO BE ETOST. CONC. 9' 4 ANGLE VALVE AV92- t A -444 O U OR Z
PERPENDICULAR TO STREET. DOWELS USED AS REQUIRED BY N.C.D.O.T. 7 PO ON H-9971 H- 71
~O a 6. . ~ ~ e. ONE HALF DEPTH CONC HEAVY DUTY COVER 0Q yQ ~ 0~ yQ 9 METER BOX HCONC~33 CONC 65
c ~ ~ / .Y..... 4. \ HEAW DUTY CLEWWT BOX W/ PLUG Q`
HEAVY DUTY CONCAEIE 6 ~ ~ 0o e- y1 ~ 0r,1 ~o~oo o~0y\ ~~30y\ o. o0 ooe-0y a Q
6' COMPACTED D(PANSKNJ JOINT MATERIAL AND ABC STONE MASTiC SEALANT, AS REQUIRED ~o ~ boy o .0 os ~ ~3 0 ~ ~ P ~ ~ e o d o P0~' ~o~ ~0 0 ~o O.0 p'o ~ ~o
i `I~' ~ 8Y THE N.C.D.O.T. STANDARD SPECS. C!] ~ ~ ti~ F ~P OJ F ba0 pct 00 Qg c~t' OQ- ~ 000 ~ X00 JAG 0~ OV~O c w 0 y Q 0 `T' G 0 ~ ~ y A 5 F O Q- d d, a
SIDEWALK TYP N CURB dt BACKFlU, TAMPED ) I 11 6• w Z o a. a a 11 1 4 i t ~ ~ ¢ d ~
N GUTTER IN 8' LAYERS. UNDISTURBED SO L CIEANWT BO% IS 22 p PAVEMENT ~ ~ INDEPF?OEtiT OF SNORT LENGTH aF CAST . , . IRON PEE Fl1RW~IFD FOR 22 t 2' 0 i 2 1 i i 3 t ~ 3/ OR 1° WATER
(U ~ PIPE IS FREE TO 4~01£~ CLEANWT BO% o ~ WA R CONNECTI N METER a d ~ a a q J
XITH THE SETR.DIENT h 6° GATE VALVE OF TFIE CRADE cU i_ VALVE BOX 3 d.. ~ a n w ~ Q U Q J d. }
~p ~ CONC. THRUST ~ m COMPACTED BACKFlLL BLOCK 4'-6' X57 STONE O d 4 W
,y „ I (TAMPED DJ 6" UFIS) UNDER PIPE in CAST IRON PoWNG a 0
c*1 CONCRETE PAVEMENT PATCH ~101~~ HiON~ o' ~ ~ a
CU _ r::. 6° MIN. BRANCH PIPE i'. MAIN 8°
s
PftOMDE PLUG MHERE C.O.IS OTHER 1 ~ NEW ASPHALT THAN IN-LINE, OR WHERE REWIRED 22 ~ 5/8' B~DDLE ROD ~ E I-2 FEATHER, TYP. t• ~ 3 4 1 i 4' 1 g,y s e ~ O 1 7 e a o 0
ROD COLLAR (OPTIONAL) 1'-0" 1'-0' VARIES 1 p 45' 90' t ~ 6 WATER
m (REQUIRED) -J.- 3 7 CU. FT. CRUSHED PLUG 40,211 10 21 25 5 5 f0 41 5 METER PRO~cr No. MIH-01010 3'-0' MIN. NOT
~ STONE MIN. T CONC. THRUST BLOCKING ~ ~ ~ / ~ 2 ASPHALT Fl'~ REACTION BEARING AREAS ARE M SQUARE FETT MEASURED IN A 6 ~u,exA~' MIH01010-DTI
~ O EXIST. SUB-B4SE r ~ E OR VERTICAL PLANE IN THE TRENCH SIDE AT AN ANGLE OF 90' TO THE THRUST VECTOR. 5 7
UNDLSTURBED EARTH ~,~_O* 8" ABC STAN o s• eLAac BASE EXTERIOR CLEANOUT DETAIL USE B'-90' BEND VALUE FOR HYDRrWTS FOR ADDRtONAL SAFETY FACTOR $ DBSIGNED BY. BGS
o i.. I~'QTE.c,t'• r . ~ . ~ ~ SCALE NTS O DRA1fN BY: KAS
.n m.,noc,r cus, or ncm x, uw .'.'.'.::'.'.a%~
BACKFILL, TAMPED UNDISTURBED SOIL L 4" TO 6" RLTER STONE SCALE:
2 - ALL HYDRANT VALVES SHALL BE RODDED TO MAIN LINE. N 6' LAYERS e r, 3 -CONCRETE OF PAD REQUIRED ON ALL VALVES OUTSIDE OF PAVED AREA(SEE DETAIL) NTS
4 - HYDRANT TO BE SET 18` FROM BACK OF CURB TO CENTER OF HYDRANT OR 1.0' % PIPE \ STANDARD DETAIL FOR ASSEMBLY OF 3/4° OR 1" WATER CONNECTION DATE` 3-20-02
= INSIDE OF R/W. NODES. WITH 5/8° OR 1" WATER METER INSTALLATION
\ 5 -HYDRANT TO BE LOCATED 10' FROM P.T. OR P.C. AT INTERSECTIONS AND SEE CITY OF DURHAM STANDARDS FOR TRENCHES AND PIPE BEDDING / DRIVEWAYS. 4 -6 X57 STONE FOR ADDITIONAL DETAILS. SAEET N0.
r_ UNDER PIPE
i ASPHALT PAVEMENT PATCH D NOTE: LOTS SIUATED ADJACENT TO SANITARY SEWER OUTFALLS MAY RECIEVE SERVICE LINES DIRECTLY
C J FROM OUTFALL RATHER THAN FROM UNES UNDER AWADAMS
STANDARD FIRE HYDRANT INSTALLATION DETAIL X STREET. FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION

f I
~ ~ ~ ~ ~ ~ t l ~ } r
f i ~F ~ ~ I bs
1 _ 2~ t` ~y.. ~ i( ( A ? 2 ~ A COMBINED STREET NAME LUMLEY ROAD SAGEBRUSH LANE ~ O ( / )AND STOP SIGN A }
~ ~ {~0 CPU - ir;"r t ~ ® COMBINED STREET NAME (CEDAR GROVE DRIVE SAGEBRUSH LANE AND STOP SIGN t, ~ / )
(EKISTIN q { j S~• ~ os ' ~ C COMBINED STREET NAME CE A o, Q { D R GROVE DRIVE/WHITE DOVE ROAD AND STOP SIGN ~ )
i ~ ~ ~ ~ ~ ~ ~ o ~ ~ ® COMBINED STREET NAME (CEDAR GROVE DRIVE EAVER CREEK LANE AND STOP SIGN ~ )
~ ~ ' r ~ f f f p [ ~ ~ , t ~ ~ ~ ~ , EQ COMBINED STREET NAME (CEDAR GROVE DRIVE/STIRRUP LANE AND STOP SIGN
tom,, I I t i \ j { ~ 4 t i i . QF COMBINED STREET NAME {CEDAR GROVE DRIVE MUDCAT LANE AND STOP SIGN
r / ~
~ ~ ~ ~ ~ 1 ~ E ~ ~ f i ~i # f , © COMBINED STREET NAME (T.W. ALEXANDER/CEDAR GROVE DRIVE AND STOP SIGN { t ~ ) ~ c { t • C3 G -
~ I i Et 11 f r{ t 1 ~ , r r ~ rli NO OUTLET (W14-2) f ~
1 ' ~ I PH H W~ 1 ~ r Q 25 M SPEED LIMIT SIGN
f ~ t ~ ~ m t ~ J STOP BAR ~ o x
i ~ ~ ~ Q ROAD NARROWS (W5-1) ~ ~
i ~ _.a,..... M..».._,~ 1 . ~ ~j } i r t. ~ a ; ~ t r NOTES: ~
~ ~ ' ~ f I Q ~ r W rW,1 N
~ ~ { 1. ALL SIGNS, STREET MARKINGS AND PAVEMENT MARKIN GS (EVERYTHING CALLED OUT ON ~ ~ ~ , ~ THE SIGNING AND MARKING PLAN) MUST ~ INSTALLED ON EACH STREET PRIOR TO THE Z ~ ~ ~
~ t L,, ~ o ~ ~ 42 ~,t 40 ISSUANCE OF A CERTIFICATE OF OCCUPANCY. C CS
~ ~ 0 39 v 41 0 36 37 0 36 O 0 35 t C? 43 "4 O 34 i a ~ Q O 2 THE STREET NAME SIGN SHALL BE REFLECTIVE TO SHOW THE SAME SHAPE AND SIMILAR ~ ; ~ f"
m . D 0 33 o TED ~ ~ a ~ 4 ' P C R/If TRAFFlC 32 ~ 28 27 ~ COLOR BOTH DAY AND NIGHT. THE LETTERS AND BACKGROUND SHALL BE OF ~ I
o, / fl r ~ ^ ~ CHOKER ~ ~ CONTRASTING COLORS. ~ ~ ~ l 7 i ~ W U O c~'~
' ~ f / 31 ~ I' ~ , J j W G~ 3. STREET NAME SIGNS SHALL HAVE WHITE LETTERS ON A GREEN BACKGROUND, ~ ~ ~ ~ W
! ED GRO D 5 coN ETE . ~ R 50 PUBLIC R SIDEW (TYP.) 29 I 29 ~ 4. LETTERING ON STREET NAMES SHALL BE 4 HIGH IN CAPITAL LETTERS. I v W ~
t~ 1 44 ~ f 26 ~ T, ~ o~,
~~W ~ - - G ~ # 5. SUFFlX LETTERING TO INDICATE THE TYPE OF STRfET (SUCH AS STREET, AVENUE OR
8 .a~z~ J _ 30 ~ o ~ ~ ROAD) OR THE SECTION OF THE CITY (SUCH AS NW) SHALL BE IN LETTERING 2" HIGH. ,i„~n{irj o ~ ~ r
r ~ . ~e~ ~ ~ _ _ - ` 4 ~ y ~y ~ 5 ~ ,.t ' 6. STREET NAME SIGNS WILL BE LOCATED T ~ ~ ON OP OF STOP SIGNS IN A STACKED POSITION. w, ~P c?
0 5 ~ 1~ ~ J J 25 1 ~ J O ~
t~ ~ ~ 7. STOP BARS SHA 1M WHI ~ LL BE 2 DE TE THERMOPLASTIC PER NCDOT SPECIFlCAlIONS. Q p ~ -ua
~ t~ ~r ~ ~ ~ 41 ~S t~ ~ S6 r 0 87 o r i ~ ,"Q ~ ~ It ~ ~ 8. STREET SIGNS SHALL SHOW BLOCK NUMBERS (OBTAIN BLOCK NUMBERS FROM CRAIG » U - ~
t '~2~t •8 g ' ~ ss O 24 ~ JOHNSON AT q1Y ENGINEERING. -560-4326) . ~ ~ ~ ~
O t ~s2 ~ ~ ~'ts = ~ 71 ~ 0 89 ~ L.~ ~ ~r ~ _
~ '~;BIg ~ ~ ~ ~ 23 ~ , t~ O ~ J.
R• ~ 7 so ~~~~t~ eltti i
Q 7a ~ 84 o ~ 0 83 g~ ~ ~ o 22 ~ I o
A ~ : e=~ + 'ell;,, 82 91
o s t 69 ~ { O I T " ~ 75 s F
O ' ~ ~f~ ~t ~ ~ ~ i ~ ~ wa ~ 62 - ~ ~ / ~ !
~ ~ o 68 'C~ ~ ~ 21 3 ~ ~ O 92 s ~ ~ ~
0 92 o ~ ~ x
7s ~ $4 ~ M.y 67 . - . ~ ~f A Q ~ ~ 1~ ,
US r, ~ e4e~ ~ 93 , ~ 61 , .,t , Q ~ ~ w w
O tt A ~ ~ ~ ~ ; _,M..,, ~ 77 _ _ - O ~ ~ ~ c o
O O I ~l~ U~ ~ ~ ~
78 94 ~ ~ o 94 I ~ t 0 ~ ~ sv 0
a8 J ~ 0 79 0 63 60 _ _ 65 0 ~ ~ - - „--____a ~ ;
' O i'A""? ~ ~ 49
` 95 95 16 ~
i ~ i 50 H 64 59 t - - ~ ~ f
O O ~ y ~ { LTS
- 1 ~ \ ~ 96 O ® ~ 96 I € i ~ 4 17 k M,.~ ~
~ ~ ~ s O ~ ~ 52 ld ~ ~ ~ W ~ w f„ Cat
~ 1 i o i t ~ rf ~ ~~d`_
~~a~ ~ , ~ ~ 0 ~ ~ ~ , 97 ~ ~ ~ ~ ~
tt~ ~ s 53 20 P BUC ST ~ ~ l 101 ~ 57 ~ ~ ~ _ ;y ~ \ ~ DRAIN GE EASEM T ~ 3
1 / ~ ' ~ ® \ STREAM B(~FFER F ( ~t-iAp ~ ~ ~ t ~ ~
I } & ~y a ~ 56 55 0 _ r ~o C ~ 15 € t
r . O 99 ~ W ~ F 0 I ,
POND ' ~ ® . C 98 • . ~ C 98 , ~ ~ Q O, f~ ~ ~
~ ~ 4,, ~ . C3 ~
E FLOE~tWAY p ~ ~ 100 YEAR FLOOD PLAIN 14 ~ _ wx
~ 1 _ ~ PROPOSED 5' ' ~ ~
t t SIDEWALK ALONG O ® ~ ~ ~ ~ ~ w
LUMLEY ROAD 100' GREENWAY EASEMENT ( I i I ~ _ { d f 13 ~ ~ ~ 1 1, O ~ f
~ ~ FRONTAGE TO BE DEDICATED AT TIME OF 1 J ~ i FINAL PLAT. HATCHED PORTION ' ~ ~ J ~ ~ ' ~ ~ ~ 1 1 ` ~
~ ' ~ OF EASEMENT ON CENTERPaNT 110 ~ !1 ~ : ( 1 W ( ~ ~ ~ A
PROPERTY TO THE WEST TO BE ~ ~ ~ ~ DEDICATED PRIOR TO CERIIFlCATE ~ ~ ~ b'~~,. `~l 111 j
O ~ OF OCCUPANCY AS DESCRIBED ON ~ ~ 11 ~ 1 f ` p 11 ~ © ~ ! ,
J SITE PLANS FOR DEVELOPMENT ~ I ~ I ~ ! ~ t , © 1
r 1 ~ ~ ~t ~ ~ ~ ~ ~ ~ f ,
~ J ~ 3 I ~ ~ w,
3 I •a.~• ' +y~ € i 'ti t ~ t ~y
f ~ 3 1 ~ 11 ~ ~ m ~ ~ 7 © ~ r a~ i
( s f ` ~ ~ f ® ~ ~ f y ~ ~ =wI H ~ ~ ~ ti ` 4 10 5 , ~mf
r TREE SAVE ~ • ~ ~r=~. ~ . ti, ~ 138,512.80 SF ~ ~ ~ ~ ~ O ~ i 1 . ~ i2 11 t I k~J
V V , a ~ ~ RIB f ~ i ~ f~,~:: I f ' ~
~ ~ ~ ~ ~ D~ ~ c . V ~ f f ` f )
PERENNIAL STREAMS ~ _ . / f fr
' {TYPICAL) 1 ` ~ w . °°'ak' i ~ if j
• r 50' NEUSE STREAM ~ i ~ I 1 f, r t
BUFFER ON 3 s, J i
PERENNIAL STREAMS {TYPICAL)
NO BORDER AROUND .
STREET BLADE ' 1 I 1 V ~ I 3 , ~ ~ I + O f ~
3,, J r l 1~ !
~ MAfilbt,' TREE SAVE ~ ll ~ r~ t / r ! ( rr Ij
96,527.69 SF
, ~ ~ < f ,1 rr r ~ ~F~~ /1 ~ rr w V ~ , rr rr
. 30"x30" WITH ' .ti ~ j`. ~ r i rr
8 EQUAL SIDES MUTCD Rt-1 { ) ~ , ~ ~ ~ t W \ TREE SAVE I 7
EXISTING 100' GREENWAY ~ ~ ~ ~ ~ t~ ' w? ~ ~ 38, 468.49 SF
EASEMENT DEDICATED ON ~ ~.ti, ~y
d 12/6/00 AS PART OF Y CENTERPOINT WETLr' Q WETLANDS ~ ; H
cv DEVELOPMENT PHASE 1. i ~
o {PB 151, PAGE 15) N s ~ f
N TYPE III BARRICADE - _ ! CITY OF DURHAM
O 7. ` PU~UC WORKS DEPARTMENT "1\ / f ~
~ NCDOT STANDARD - 4' MINIMUM 3' : ~ -APPROVED -
3 LB/FT "U" ~ m CHANNEL POST 45° ENGINEERING DATE
STORM WATER DATE .
~ 8`-12" TYP, ' TRANSPORTATION _ ~.IS _ DAT 7 D E Z
3' 0 1~
E ~ DATE . fs I f.
SPIKE THRU BAS 3 60 INTO ASPHALT ' ' o, ~ ff` DATE r~or~cr pro;
MINIMUM / ~ MIH--01Q00 ~ J ~ ~
~ 20' TYP, LINE TABLE l~ ~ 1 - T M1H010 0 S R2 r
BAS E DETAIL z LINE 8EAR1N6 DISTANCE D&59GN&D BY;
ti L1 S 7T4T33" E 56.28 JME LZ S 7740 35" E 50.69 ~ -
~ / I I G-11
H N A~ LY L3 S 767926 E 49.81 MRL
ALTERNATE ORANGE & WHITE STRIPES L4 S 75'08'00" E 49.04 L5 S 7351'44" E 50.44 SrAT.F
0 r, G 1M 100' L6 S 7234'05" E 57.30
STREET STOP SIGN DETAIL TEMPORARY BARRIC L7 S 4978'00" E 41.28 L8 N 78'33'25" W 35.87 DATE- 3 27 02
NTS (SEE NCDOT STD. DRAWING 1145.01) L9 S 7030'15" E 35.87 GRAPHIC ALE
CURVE TABLE 100 0 50 100 200 SHEET No.
CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG C-17
D C t~ Cl 28100103" 1085.92 530.70 525.43 270.76 N 61'13'14" W i inch = 100 ft.
J FILE. GE dMC FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
X

~ i - -
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a O U O d U = O
H
O Q ~p ~I
U Z ~
~ Q
~ W a VIJS
Zak O ~
U 4
CONSTRUCTI DURHAM, NORTH rloN P~,alvs
:TH CAROLINA
PROJECT NUMBE DATE: MARCH 27 DER: MIH 01010 PROJECT PW~SING NOTES:
IF THIS PROJECT IS TO BE CONSTRUCTED IN PHASES, THE IOLLOWING MUST OCCUR:
;H 27 ~ ZOOZ 1. 1HE PHASES MUST BE CONSTRUCTED IN
REVISED: MAY 1 REVISED: JUNE 1 REVISED: JULY 1 REVISED: JULY 2 y. AY 15~ ZOO 1HE SEWENCE WRINED IN THESE PLANS.
2. AN ASPHALT HEADER, 18' N1DE BY 18' DEEP
1\L' ~O ZOOZ ~S TO BE CONSTRUC7E0 AT THE PHASE LINE.
~ 3. CLASS 'A' RIP RM APRON,
fLY 11 ~ ZOOZ s' ~noc x io' ~a+c x s• niicK IS 70 BE INSTALLED AT THE PHASE LINE.
4. A BLOW-OFF ASSEMBLY TO BE INSTALLED
fLY 22, 2002 ON THE PHASE LINE.
5. A IEYPORARY TYPE III BARRICADE IS TO BE CONSTRUCTED JUST WTSIDE THE PHASE LINE. ^
~y
V
v~ ~ 6
L°
_ . _ ~
G2 EROSION CONIItOL PLAN
C-3 GRPa.[2?1YG AND STORM DRAINAGE PiAN
OWNER C-4 L1TIIIlY PLAN
C-5 PiAN & PROFII.E: SAGE HRU3H LANE. STA 0+00 TFIItU 3TA. 9+29.39
C-6 PLAN & PROFII.E: CEDAR GROVE DRIVE, 3TA. 0+001~IItU STA 12+00
M/I SCHOR'1'ENSTEIN 4020 WESPCHASE B ' SUITE 190 EIN HOMFS, INC. c-~ ~,x a~ ~xo~: CEDAR GROVE DRIVE, sra. i2+oo ~u sra. z~+oo
C-8 PiAN & PROFII~: CEDAR GROVE DRIVE, STA. 24+001fII2U STi4. 81+97.22
~E BOULEVARD w~m~ novE Roan. sr~,. o+oo ~u sra. i+oi. is
% 1~ C-9 PLAN & PROFILE: BEAVER CREEK IANE, STA 0+00 Ti~tU STA, 3+93.04
S1Il2RUP LANE, STA. 0+001I~tU STA. 1+50.00
RAI.~IGH, NORTii CAR CAROLINA 27607 ~ncnT sr~,. o+oo ~u sra. s+s4.~
C-10 PLAN 8c PROF~.E: SAN. SEWER OITIFALL "A"
SAN. SEWEROVIFALL'B"
c`~y SAN. SEWER OLTIFALL "C"
TAX MAP # 579-01-O11B, 647-01-006, 6 sr rE swat co~ao~ ~a i 1. A OOPIDII'iONAL IE11FR OF l1AP REVISION (CIAbII~ MUST - CONSIIWCIION OF'li~ SIREAY CR08SQi(3 ON CF.QAR (}ROV T' W, ALE CROBSIl~Ci 3HAiL HB OONSIRUCIBD PRIOR'PO I33LiANCE OF D~' ~"A/VDE AAID4. -006, 64?-01-007, 647-01-006A C-l0A PLAN & PROFILE: SAN. SEWER OUlFALi.B "D" & "E„
C-11 LUMI~Y ROAD WIDENING/ALEXANDER DRIVE DRAINAGE
ins ~f Approval C-12 POND DETAII..S
C-18 DETAII.S (EROSION CON1ROIa
bII~ MUST BE APPIbDVED SY F.E.MA PRIORTO G 14 DETAII..S (STREET 8c ST'ORM DRAINAGE)
i o~i~tv~sr ~n~tsc r~i~ Fox s C-15 DETAII.S (S'TREET & S1~ORM DRAINAGE)
C-16 DETAILS ([T1II11~
~ 2.1IiB DH,1F1~Tt10N POPID MU31' HE CONSIRITCIFA IN PHA.9E I IN PHA.9E I OF'li~ PRWECf OR1HE PRWBCC C-17 SIGNAGE AND MARKING PLAN
OWI~R BHAiI. P0.SPA HOI~ID FOR1I•IIS OONS1itiJC1ION DURII BE BASED ON A CON1ItACPOR B811MA18 FOR1~II3 WOI~AP ~ \ BS1WEffi~i 1H6 QIY OF DURHN[ AND 1H6 DSVP7.OPEIt 71ION DURING PHASE L 1I~ HONID A![OUNP'PO
3 WOI~APID TO HE M[T1ZWI.YAL3RE~ UPON
z DPEIi.
c
v i
THE JOHN R. McADAMS
COMPANY, INC.
VI CI 1VI1'Y MAP ENGINEERS/PLANNERS/SURVEYORS
PRINT DATE.
NTS O
L s RESEARCH TRIANGLE PARK NC NOV 2 7 2002
P.O. BOX 14005 ZIP 27709-4005
The John R. McAdams Co., Inc.
[phone]
FINAL DRAWING -NOT RELEASED FOR CONSTRUCTION

~ ~ I`
i ~ ~ f I _.,.1 _ ~ f
I l~ ~ I l ' t ~ ~ ti ~ ~ ti
i1 ~ ~ ~ ~ ~ ) I 1 t,....- i ~ ~ f l ~ { t.
( w__ ~ . - ~ tr c
' h' L ./'t ~ ' 5~ `5
- ~ d rEat511NC PU 3~ , ~ I ~ 1, f
1 i i ~ I P Y~g r ! ~ S 1
' r" I ~ 1ti~' ~ ~ ~ ~ i~•ti~ t ~ ~ ~ ~'i 1
l~ r i , L~ 1 I I ! t r f 'U
I ~l f x ! I ~ I ~ I ~ ' l ~ 1 d ~ ~
~J I ~ 1 ? 0 Q
r w', ` I + I ~ I , _ _ ~ ~ ~ ' ~ i I I I • I s i f /
" t ~ r....l I , , , ~ ~ ' ~ ~ ~ I I 1 4 a I E r ~ / w I
~ ~ ~ ~Q f
1 ~(r~ '~~~.'a ; -gym . , ~ I ~ i ,r _ I4 i [Q 1 1
r f 6 .,i ~ r 1 3,8 ~ f ~ Qy
~ ~ r ~ PUBUC ST M DRAT AGE W a N
~ r ° EASEMENT WIDTH V RTES t._. ~ } i' ~ 42 ~ ~ ~ ~ a 18 PUBU STORM i Z ~ Q
w 41 40 18 P ' O 1 ` ~ ; . ~ 39 DRAM DRAINAG EASEMENT i W ~ ~ 0
e; 43 ~ 37 36 , 1 ~ 35 ~ r~ TE D VE RD 30 P B Q 34 Q ~ ~ UC SA Q 33 li a''' Ri 0 0
0 '°°4 ' ~ ' 4 P C R/lf , , SEWER EASEME T / 28 w ; .k, , TA. 9 .6 28 27 ~ \ E" d+ ~ O c 0 i , is rA ' 1
I / t ~ / TRAFFI sTA. o oo.oo BEA CREEK E ~ r ~ CHOKE 31 ~ N R AC ~ i 1» 4~ A''" ' STA. 1+50 i ~ ~ ' ~ ~ ~
1' 0 ED GRO 5 CON ETE a r' r o, DR I j ~ ~ ~
~ 44 ,h Q 50 PUB SIDEWA r ~ LIC R 29 r ~ W 29 ~ i ~ UJ • CA
r `0 ~ ~ .~I_ ' ii r STA. 1+01.19 I ' - ` 26 i O 1 ~ 2+ , W ~
~ , ~ _ aow~ - - G - - G i [z7 i:G A~ .
LJ i ^ ~i ~ ~ 4 ~ ~ SITE DATA {
5 i ~ ~ ~ S . 5+33.98 I ~ 72 \ PIN: 0749-04-81- - - _ ~~?""""'"'~a 8804, 0759 03 12-2233, 0759-03-12 2034, 0759-03-12-3250 ,o`
' ,M STA. O+OD.00 WHI EVE ROAD i TAX MAP 579-01-011 - P 25 r B, 647 01-006, 647-01-007, 647-01-006A ~ i c
f ~ ~ ~ ~ as ~ i ~ ~ 85 86 EXISTING ZONING: 0&I-2 RD ~ ~ PUBLIC STORM DRAINAGE ~ ; 0 v~
r~ ~ i 1 ~ ~ ~ 8 8 PU C TORM 7 r . ; ~ 0 ,r,;. i EASEMENT NADTH VARIES WATERSHED 0 A * \0 ( ) VERL Y DISTRICT: NONE . Q i
47 ~ DRAINAGE EA MEN 88 1 ~ ` 73 1 r 1 ~ ~P t ; rr ~ 71 ~ ~ 9 ~ p 24 i P : ~ ROPOSED NUMBER OF LOTS: 114 ' z ,
t~ o O PROP , ~ ~ ~ OSED USE: SINGLE FAMILY HOMES AND ASSOCIATED
` , ; ~ ~ ~ ~ 30'. PUB C SAN . I ~ 18' BLIC STORM ~ 2 E Q SE E MEN ~ ~ , DRAT GE EASEMENT 23 10 X 7 GHT v% F INFRA TRI s (T1rP.) STRUSTURE; UTILITIES; LANDSCAPING / 1 " 'R,~O~
~ / ~ 70 ~ 90 r 0 i 74 G~ 6 8a ANDICAP MP i'~, TOTAL SITE AREA: 44.85 AC. (1,953,875.75 SF ' i ) R (TYP.) hen A
;t R =25' B/C T~ ~ r f1 83 T ~ .7 G W Ej 3 rA~ STA. 0+00.00 UP LANE a j, MINIMUM SETBACKS 08d-2: 22
I S~9 ~ r ~ \ b9'~ . ~ 69 82 91 I r \ ? 4 R20'BC o ~i ' STREET FRONT: 25 FEET PHASE 2
10 X 70' SIGHT S89 ~ W ~ / h ~ ' ~ ~ \ 3 R 25 R/W 75 ~ TRIANGLES r ' ~ ti ~ ~ i SIDE (BOTH SIDES): 6 FEET z ;P UC STORM DRAINAGE
\ ~ ~ '~3• 88 ~ i EMENT (YMDTH VARIES CORNER SIDE YARD: 15 FEET EXTERIOR 8 FEET INTE ( ) ( RIOR
I ~ + ~x , m, S ~ ~ 92 ~'r ~i M O REAR: 25 FEET ~ ~ 21 ~
15' RIGHT- F- A~' ~ Og / 1 81 1 L V 9 67 Q / ~ ' 1 i ~ '.l hhi IMPERVIOUS SURFACE: a
DEDICATION p O ~ ~ ~ / v? ~ !i 4 a a A
/ ~ ~.I • R ~ 66 ~ / ~ ~ ~ TOTAL SITE AREA: 44.85 AC. a ~ a 20 i t 33' WIDE STR ET = ~ ~ w o w
-w., ~ PUBUC S RAINAGE / i / 7 sT~ 3+s3.o4 - - ~.5 PHASE 4 / Q _ O E 114 55 F 6S 2.63 AC. z a aaaa i
~ EASEMENT ( TH VARIES) 3 i / - ~ ~ ' =35 B/C 78 80 25 WIDE STREET = 58,256 SF 1.34 AC. 0 cv acv cv - ,
~ 8 ~ ~ ~ R-20 R W 0 _ / ! ~ R-35 B/C / ~i` SIDEWALKS = 17,357 SF 0.40 AC. ~ c c o 0 I ~ ~ 114 - ~ ° ~ 19 0 LOTS ®2950 S.F. - 7.72 AC. "
r { 65 R=20' R/W 60 (TYP.) 79 Q / IC T Q PHASE s ORM ~ 3 _ ~ ~ 49 TYP.) / 30 PU C SAN DRAINAGE EASE O ORM .,i - 1~ m n r~
\ 63 srA. 41,7 sA usH LAn SEWER MENT ~ i ~ TOTAL- 12.09 AC. 26.95%
1 ~ sTA. + oo ceo~t cRavE r ~ ~ 95 3j ~ , 1a . i REQUIRED TREE SAVE AREA = 8.93 AC. 20 %
. r! ~ 64 59 Q o ( ~ ¦ ;vi PROVIDE TREE SAVE A A =
r , , ~z~ ~ ? ~ „ .,i RE 9.16 AC. (20.5 ~ 1~ v
~ ~ ~ ° ~ ~ ~ ~ 104 96 ti i ~ ~ ~ ~ A tl ~ o I ~i ~ Q t7 REQUIRED OPEN SPACE 2.23 AC. 5 % ~
i y . ~ 52 _ _ ~ ~ ~ I O . ~ ( ) w~
~ ~ ~ ~ V A ~4. 1 ( , ~ ~ ~j• 10 Z? PROPOSED OPEN SPACE 2.33 AC. 5 % i ~ H w"'
~r ~ 53 ~ ~ I 97 CN o i , ~ d 3 is ; J REQUIRED GREENWAY 575 SF LOT = 69,575 SF ~'U ~ ~
- f ~ ~ ~ V I 57 v ~ 50' U I ~ STA. 3+64.54 ~ ! 101 3 I SERVER ' 13.92' RT. Q ( ~ ) i P - ~ ~ / ROPOSED GREENWAY - 70,321 SF • p
f lv.G ~o ~ ~ 54 I ' ~ S AM BUFFER ~ ~ \ I , N~782,~51.J73 ~x' 56 ~ ~I ~ 9 E-zoso,9~~s ~ 55 I ~ 1 ll' 100 1 W .M I
z: 4 . f ~ , i PUBUC T I I S ORM DRAINAGE : 1 15 EASEMENT (IMDTH VARIES) ~ " ~
DETENTI I ; ~ I ON POND -PROPOSED 5 SIDEWA ~ t ! ~ LK ~ .I ~ l,~ 99 ~ x
a , LONG LUMIEY ROA F ® ~ ! ! ~ D RONTAGE 18' ~ 98 ~ ~ ~ ~ I UBUC STORM ~ ~ 4WW~, 9a , ~ i ~ O A 0+ Y T LANE ~ 'Q' Q"'
! ! °0 ~ I D AINAGE EASEMENT ' 100 YEAR F ~ I ~ • -O i U x
f LOOD PLAIN , , , I FLOODWAY ` ~ l 1a ~ 1 C~vz i ~h~
r'~ 30 P BUC SAN D© ! h SEWER SEMENT P 1 W i I ,W x
i ~ , ,.r+ ~ 100 GREENWAY EASEMENT ~ r ( 0 i I f 1
fiti TO BE DEDICATED AT T1ME OF ~ ~ I~. I ~ ~ FINAL PLAT. HATCHED P Tl ` I i \ W Q 13 i I' ~ ~
! ! OR ON ~ ~ ~ ~ ~ OF EASE ~ ~ MENT ON CENTERPOINT ~ ~ R= , [ 1 I O ~ i G ~ t~
PROP ~ ~ ~ , 20 B/C ERTY TO THE WEST TO BE . ~ \ ~ 1 J _ z ~ R-25 R/W I/C ~ J ! i i I W F + I~ ~ i J ' ~
DEDICATED PRIOR TO CERTIFICATE ~ . " OF OCCUPANCY AS DESCRIBED ON ` ~ 111 i ~ ~ A
SI`E PLANS FOR DEVELOPMENT ' ti!_, ' ~ 11 ~ ~ I t II~C, j 1 I ~
' , , ~ ~ . I ~ I ~ I 11 J I ~ © ~ Y. M i 1
~ i' ~ ~ ~ , ~Cxi ~ ? ! N.~ >.S 'SPILLWAY ~ ~ I _ ~ ' ~ i i~ ~ ~ 1 3
~ ~ N~ es ~t ~ 1 ~ ! x. crtro aoaeos 18' PUBU STORM ~ ~ i 744,33 ~ ,l ? ~ 1 NORM ~ ~ ~ M S 0913 ~ I ~~1N~ t
!='94375.524 ~ DRAINA EASEMENT ! ! =f X41 I ,j ,80.i~6J6 ~SEMENT i 4 Ql j
i X' ~ ~ r' ~~x. ~ ry t
i \ 1 1 ' rREE savE ~ ~ ~ ~ ~ 7 6 f ati ~ O ~ , O ~ t ® l I ~ a 1
138,512.80 SF ~ ~ ~ ~ ~ t ~ ~ 1 ~ l ' ?w o _ ~ H O ~ f
~ ~ 30 PUBLIC Sp ~ k ~ ~ ~ ~ SEWER EASEMI 30 PUBLIC SAN ~ ~ ~ 2 O t ~ O I~ SEWER EASEMENT ~ ~ t RIFF' / ~ 1
~ \ ~ ENERAL NOTES: V F; b ti t OVF' R=25' B C , t y,, AR G R ~ / J! F.~ CD ,p ~c ;
PERENNIAL STREAMS ` ` 1. THERE ARE NO LOTS BEING PROPOSED ON THE PORTION OF THE ~ T ~ ~t ~ ~ 50 ~ I r E _
E ZONED RD. (TYPICAL) ~ ~
2. STREET TREES SHALL BE PLANTED IN ACCORDANCE WITH SECTION D. 50' NEUSE STREAM ~ m a,t ~ l ~ j l !
5, STREET TREE \ STANDARDS, AND SHALL BE AT LEAS'. 2.5" CA IP BUFFER ON 3 , L ER. PERENNIAL STREAMS 1- t I ~ f 1 J ~r ~1
I (TYP CAL) ' ~ I ' P E 1 R=25' B 1d 70 SIGHT O ~ ~IA GLES
3. UT LITY AND STREET DESIGNS WILL B IN E COMPLIANCE WITH SUBDIV ;ION, ZONING AND OTHER t~ ~ ~ l
APPLI,ABLE RE UIREMEPITS. ' Q \ t 1 ~ f t 'o I O 1 3
O ~ 18 PUBU STORM I I Q
4, SI[ EWALKS WILL BE I!JSTALLED AS ~EQI IRED BY H T E SUBDIVISION ! ND ZONING ORDINANCES. TREE SAVE ~ DRAINAGE AS EN ~ ' !
' 96,527.69 SF ! ` r,~ 1 / t 0 ~ ~ 1 1'
5. TOPOGRAPHIC INFORMATION T ' AKEN FROh i SURVEY PERFORMED BY: NE JOHN R. MCADAMS COMPANY INC. ~ ' \ ~ ti.,., ti ,~,W r
~ r .6 ~f
~ ~ ~ 6. EX STING STRUCTURES MUST BE RE vIOVf D PRIOR TO THE APPROVAL AND SIGN OFF F
FI 0 THE ~ NAL PLAT. \ ~ EXISTING 100 GREENWAY ~ ~ / ~ r ~ !
EASEMENT DEDICATED ON r ~
n 7. AL _ STREETS SHOWN ARE TO BE [ =DIG ,TED AS PUBLIC. 12/6/00 AS PART OF ~ CENTERPOINT OFFlCE ~ ~ ,
WETLANDS -I DEVELOPMENT PHASE 1. 8. TH .RE IS NO PUBLIC TRANSPORTATION '~0 THIS SITE. (PB 151, PAGE 15 WETLANDS ~ / ~ 20' PUBUC STORM
TYPICAL STREET SECTION } f' DRAINAGE EASEMENT
U FOR CEDARGROVE DRIVE AND FIRST 9. AL _ DRIVEWAYS WILL BE REQUIRED TO f E 20' PAST R W EDGE OF ;IDEWALK, 280 LF OF SAGEBRUSH LANE UP TO
D INTERSECTION WITH CEDARGROVE DRIVE , / f j • f' w
`v 10. TIDE DEVELOPER AGREES TO FABR CATS AND INSTALL ALL SIGNS A JD PAVEMENT A 50' Puauc Row ' M RKINGS AS ARE . ~ \ „ f/ ,f
REQUIRED ON THE STREf:T SIGNING At` D PAVEMENT PLAN APPROVED E (TH E CITY TRANSPORTATION DIVISION. ~ ~ ~ x.. r . r
8.5' SHOULDER 33' BACK TO BACK STREET WIOTH 8.5' SHWLDER ff
11. CI [Y GREENWAY EASEMENT TO BE DEDI ~ATED AT TIME OF FINAL P!. AT. s ,2 PAVEMENT ~ 1 1 2 INITALLY WITH A 30' ff ff ~ f f't ~
FLAYED OVERLAY) 12. Ai.L RADII REFERENCED ARE TO TI iE Br;CK OF CURB UNLESS OTHE tWISE NOTE 'ABC sTDNE BASE 2-° y 2X sLOPE \
o D. ~ 27 SLOPE t f
13. S i REET NAMES LISTED ARE SUBJE .T 1 }CHANGE. ~ COMPACTED SUBGRADE 5' WIDE SIDEWALK J ~ EWALK ff /
o ROLLED CURB 959. PROCTOR ROLLED CURB EXTEND BASE UNDER },f if„~.~BV J. N0. ` y,p~,~ ff
n CURB & GUTTER (TYPJ
LINE TABLE / : ~ / 'X"` f Fn.ex~: MIH0101O~-S
TYPICAL STREET SECTION LINE BEARING DISTANCE ` L1 S 774733" E 56,28' ~ f TBM Dsstctrsu sr: t R w I JMF
~ (ALL OTHER STREETS) - 40' PUBLIC ROW I L2 S 7740'35° E 50.69' 1 ~ D SC
L3 S 767998 F 49 R1' u_~on~~~ z~c -
11 VV IN.JIV " / DlWllfi D1: RI L4 S 7508'00" E 49.04' E=2049967.148
J 7.5' SHOULDER 25' BACK TO BACK STREET WIDTH 7.5' SHOULDER L5 S 7351'44" E 50.44' ELEV.= 356.82 S S , j
30" 151 /I2"21NITALLY WITH A PAVEMENT L6 S 7234'05" E 57,30' - 100 L7 S 4928'00" E 41.26'
" DELAYED OVERLAY 2.0% ' ABC STONE BASE ) 2.00% L8 N 7833'25" W 35.87' -3/27/02 p~T~ L9 S 703 ' ' 015 f 35.87 GRAPHIC SCALE
? 2% SLOPE
0 2% SLOPE COMPACTED SUBGRADE CURVE TABLE 100 0 50 100 200 SHEET NO.
" ROLLED CURB 95% PROCTOR EXTEND BASE UNDER ROLLED CURB C-1 CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG Cl 28'00'03 1085.92' 530.70 525.43' 270.76 N 6173'14" W 1 inch = 100 ft.
CURB & GUTTER (TYP.) F1Lf.• GE
JkAWADAMS FINAL DESIGN NOT RELEASED FOR CONSTRUCTION
I

era ai i :.i~? ~ ~ ~ ( , ,a _ ~ ~ ~ .T
~ ~ ~ ~ ~ i ~ t ~ I w.,~.; .w~ ~ ~ ~ I ~ ~ , I I ~ t ~
1_ - ~ ~ ~t J f~ I
, w~ 1) a..-....-~.,.,.- , r ~ r' SEDIM NT T ` E RAP N0. ST-1 ~
; I ~ ~ ~ ~ w ~ w-_._ DEPTH TO TOP OF BERM: 5 FEET rn ~ DEPTH TO CREST OF SPILLWAY: 4 FEET
SEDIMENT STORAGE DEPTH: 3.5 FEET
~ t .~-w^ E4~~ w~.:1 "~"."N 1 BOTTOM LENGTH: 34 FEET
BOTTOM WIDTH: 17 FEET ' ~ TP 1 0 IENGTH: 54 FEET
C,"~ / ~ ; TOP WIDTH: 37 FEET
i I ~ i ~,Cj - - --'y LENGTH OF WEIR: 10 FEET MINIM / r , ( UM)
t ~.w , I ; ' ~ 1 . ( w„i I , I I I L,~._._„~ i j I >f ( ' r" r l / C7rr " i
f i~ ~ f ~-a I I I I ~ I R z 1 1 ~ ~ l~ ~ I ~ ~ ~ ~ r rr ~ SEDIMENT TRAP N0. ST-2 r ~ U ~
I ~ ~ I ~ ~ ~ 1 ~ I I I f t t~~w I ~ I I r / DEPTH TO TOP OF BERM: 4,5 FEET ~ ~ O
f$ r ~ ~ "~'^--ter I II I 1 ~ - - ' - - f~ ( ~ ~w.~ i j j j I j it ~ i , rr , DEPTH TO CREST OF SPILLWAY: 3.5 FEET 0 O V ~N ' f ~ r SEDIMENT STORAGE DEPTH: 3 FEET
sl1 . ~ _.._~_____M_ - ~ H r + BOTTOM LENGTH: 36 FEET W; z I
_ ~ r ~ BOTTOM WIDTH: ~ ~ rn , ti, r 16 FEET ~ ~ o / TOP LENGTH: 54 FEET ~ i`
t - it 1' ~ i 1 -r~ it}~, rr ~ ~ ~ ~ TOP WIDTH: 36 FEET ~ ~
F r 1 na r 7 ~ 1 1 I f ti rj I I I I ~f ~ ":rw.:".l"` r,, E > 4~ d'` ~ rte, i ~ti~ ( f~ I , ' ~ f~ ~ ~ ti 1 f I i ~ j I I I 7 t, 7 r LENGTH OF WEIR: 1 - a+ " 0 FEET (MINIMUM) U1,
~G ~ i ~ 13 l:.I ~ tCi ~ 1 ~t, ~`v 1 I ~ ~ ~ f ~1,~L r ~ Q a r t.- ~-sc.,."`" SEDIM NTT - ~ W i.d N
~ ~ .1.. ~ , , ~,p t I 4t II I I ?rT" 1 '1 3 I !t ) ~ ~ ~ ~ ` r I I i t I 4 ~ u ~ ~ r j ~ , ~ ; ~ ~ r' =~~`°m ,.~~Fr..~.,~.,.,,,~ f ~ E RAP N0. ST 3 ~ ~ ~
41 ~ I ~ ' I t r t ` t ~ E / DEPTH TO TOP OF BERM: F Z 4 s r s, , ~ ~ 4 5 EET rr,, ~ ~n o
i i ~ DEPTH TO CREST OF SPILLWAY: 4 FEET W ' O o s ~ '4- r i s ~ IXi O' Q ~ i r : t SEDIMENT STORAGE DEPTH; 3.5 FEET
~ b~' ~ ~ , ~ I - LIC ~ ' S ~ T, r i , i I l IQ r r - ~ rt i I I ~ j ~ r , , , r , ,j , t ,~rtf t t r t I a„ f. BOTTOM LEN s ~ ~ GTH. 38 FEET ~i :1
( ; ~ I I ( ~ ST ~r~, / 7 r J t r r r t ~ , ~ / I t r, ~ ; , i i I I f ',1D ` ~ ~ f r ! ! f r ~ ! i f l ~ , . ~ BOTTOM WIDTH: 40 FEET ~ , ~ f~ ? ~ W'' U ~ m ~ ss ~ + ' ~ ~ TOP LENGTH:
II ~I~ ~r; i ~ ~ 4 ~ A ri I r r f r ~ i 31 i ' ~ ~ ~ f ~ ~71Y f in h ~ I RO 58 FEET W" p ~ s'r""" s ~ ~ ' ~ ~ s TOP WIDTH: + , ~ , ~ , 60 FEET
7" r ~ 44 II i r ~ ~R FIB ' ~ ~ i I r' 1 ` t 0 UBLIC f rl f 29. e i ~ ~ ' i ~ LENGTH P9i + , r1 ~ ~ ~ OF WEIR: 10 FEET (MINIMUM) W , f~
~ ~ 1 ! h ~ f w LIMITS OF ~ r r r ~ t r r 26 ~ I r~ a ~ ~ Q ~ r r j i ~ < Z W • W a ~ rn r ~ r rr .r ~ , I
~9l2 DISTURBANCE a I . f r`' ' ~o , ~!s ~Z ~ 1r ~ , . oow , - / I r ~ r ' t 5 ao"' ~s ~ 1 ~ I ( + E r' 30 ~ ~ ~ f 1, ~ SEDIMENT TRAP N0. ST-4
r' >~fi ~ t - f ~ r i ~ h UBLI~ DRAT E " - - ~ , i' , r ~ ~ ~ 30 , . ~ , DEPTH TO TOP OF BERM: 5 FEET
o t ~ i t , ~ ~ ~ r; ELI -WVI H ; I t D NAGE r' Y / r ~y . ,i ' ~ DEPTH TO CREST OF SPILLWAY: 4 F ~ r I r~? ~ EET p~~ ' a / r I , SED MENT STORAGE DEPTH: 3.5 FEET P ,
rl t,~~ ~ f,7 !~r VARI S f t ( ) ti tt MENT WIDTH ,r 'I ~ ? f ~ ~ f l / 3 5 l ~J P 1 ~ 1 '1t t tV I~ ~ f1 f ~ r 2 i' i a E s, BOTTOM LENGTH. 40 FEET ~.1,. r, N
•F , ~ ~ ~3 1 1 7 r~ 46 ( i a 4 I ~ f ~ ~ r ~ , << i'J1F its p t ~ j ~ rr ~ ~ t ~ ~ 86 ° ~ ~ r ~ ~ ; s ' f ~ BOTTOM WIDTH: 42 FEET c~ ~Q J ~ r ' / r' I i ~ tt TOP LENGTH: 60 FEET W
r't,,, ~ f1 ~ zQ •6 i t r, I i 1 ~ t ~ 4 1 1 8 i ~ l~ it M.a~.o ~ 1 , ~ t ~ ~ + ~ 88 ' ~ ~ r ~ r ' 4 / , i ~ s TOP WIDTH: 62 FEET ' ~ Q ; ~ -
~,S j '~Z<t fi ~ ~ G t 71 tt s a ~ 89 ~ r _ z, ! r P 1, ,is ~ sy LENGTH OF WEIR: 10 FEET (MINIMUM) ~ Q
ail ~ 1N I,D~B ~ i t ~ / ~ ~ 1 / t1 r t ri is ,4 ~ ~ +t , I rr
t I S: 1 t f i ~ , GRA L HE 1 f 1 I C~ONSTRUCTI N b~ + ~ ~ I , ' ~ , ~ t t ON ~P ~ , > , , , 1 , SEDIMENT BASIN N0. SB-1 4, 0
( ~ 0 / f S,' D (TY . , t , rl r t ~ ENTRANCE I~; i r~ r~ t t 84 ~ ~ 9 I f:~ ~ ~ ~ t t O t ' ~ r ~ VOLUME R I EROSION CONTROLS LEGEND r , t i s EQU RED. 9.846 CF '''~~ainti'~'
tr t ~ ' ` ~ ~ O t ~ t ~ 8,3 t 7 I f 1.~ r t r` t \ h ~ t l ~ I ~ ~ ~f ~ rl t~ 1 f, r! + I i ~ SEDIMENT BASIN INVERT. 351.00 FEET ,J rr ~ ~ RISER CREST ELEVATION: 353.40 FEET
~ t 69 ~ i ~ ~ ~ a ' ~ ~ ~ 82 ..-a ~ I i ~ I I ~ ti 4 w 91 . ' v, f9p r c 1 , ~ ~ , ~ „ ~ / f^ , 4 RISER DIAMETER: 24 INCHES ~I~ ~Ir SILT FENCE OU T . PRASE r IIIII TLE F
~ ~ BARREL DIAMETER: 18 INCHES EA , i i EMERGENGY SPILLWAY CREST ELEVATION; 355.00 FEET
~ ~ .i 6 r ~ I >r DTN r, ~ , s s ~ ~ ~ ~ EMERGENCY SPILLWAY LENGTH (WEIR): 8 FEET ' ~
r P i ~ f/ rJ i t i ( P 1 t ~ 1 t V ti w rrrf t ~ ~ ~ , ERMAN ~ 't I t h h t 9, ti i 7, aQ ~~.5 % rl I i t ~ DRAI ; Y 4, i ti 7 I h Y~l t k 81 ~ ` ` y I , 21 ' ns i MAX. 10 YEAR WSEL ACROSS SPILLWAY: 355.00 FEET INLET PROTECTION ~ ~ ~ ~ i i ~ d
i ~i ~ ~ I Q. t k I C ~ 7( 76 ~ i s t i , ! ~ ~ ~ 7 , ~ ` TOP OF BERM ELEVATION. 356.00 FEET ~ { i4 , i r ~ i r y ~ ~ W W r ~ s ~ 1i ~ r i s I ~ s EEBOARD IN 10 YEAR STORM: 1 FEET ] a~
l 4 I I ~ ~ r s ~ ' , s ' } ~ ~ ~ ' RISER FOOTING DEPTH: 1 FEET A A A v A s r ss rs , u, s t FILTER BERM
i E ~ S 5 e~< A r` I ~ 61 t t , s I ~ ~ , ~ , ~ ~ ~ ~ / ~ ~ ~ t t i I .r I i t ~ ~rti , ;i RISER FOOTING WIDTH/LENGTH: 3 FEET a x tw ~x x
s~ r , ~ , rr , f r t r 1 t t t ~ I I . ~ r ~ r~ ~ ~ ~ ~ + ' r BASIN CLEANOUT ELEV.: 352.35 FEET ~ w ~ ~ ~ r ` ' ~ 1 i ~ P. a A, (~P, a
~ ~ w i ~ . ~ i^ ~ ~ ~ ~ 1 I 1 r 1 E ' ' r 8 I t '`4$ t I rr ~ 7 I I I ) 1 t r ' ` ~ CHECK. DAM O r r ~ r ~ 4 1 i SEDIMENT BASIN N0. SB 2 ~ I I I I I
~ , 49 ~ I r t 1 I r , 1 ` i re`s s ~ -SF-SF-SF- u~ ° u~ " " ~ I+ 1 1 , ~ s` VOLUME REQUIRED: 11.142 CF SILT FENCE ~ ~ a ~ ~
r ~ ~w ~ ~ 6~ ~ ~ , , ~ I t 7s E,3 r ~ ~ ~ ~ i t ORAL INLET i 1 ~ jr t r ( i ~ e V I i ~ << ~ ~ ,D ~R 101 r' f ii 4 r t r ~ 18'7 PUB I I 1 I I I I j I r' f r ,,~ri s , SEDIMENT BASIN INVERT: 352.00 FEET -TP-TP-TP- ~ m m ~
T'' u ~ P / + e t `~a 1 RO ~N T~. r ~ ) ~ r )1' ~ , W CH p~ ~ ~ ~ r ' 1 ~ l ~ t ~ t ~ NAG6 EAS M~~T ; r I t _ r a r, . 3s 1 RISER CREST ELEVATION: 354,78 TREE PROTECTION
~J f T l 1 i '.a" ~ r ~ ~ ~ I rr r r1 I ,t e ~s + RISER DAMETER: 24 INCHES LD LD ' ~ ~r ` ~41 1 1 BARREL DAMETER: LIMITS OF DISTURBANCE
R ~ l ] 18 , , ~ 18 INCHES ~ r r~ n,. ~ ; , EMERGENGY SPILLWAY CREST ELEVATION: 355.50 FEET WOODED AREA , u , , ~ r ~ , rYt ~ EMERGENCY SPILLWAY LENGTH (WEIR): 9 FEET
i , - - ~ I t / ~ i of trot Iti tl 1t , ti~ ~ j (1 ,r 51 , ~ 1 % ~ 20~ C ORM t ' t t ~ y,~ ~ r I I r V ~ I ' r` ~ s ` MAX. 10 YEAR WSEL ACROSS SPILLWAY: ~
;I r ~ 6,, :i r DRAT E EI~ENx ~ ' , ~ ~ 4 ~ t , + r r + ~ s 356.00 FEET DIVERSION DITCH O ~ i , 1 ~ ~ f h 5 TOP OF BERM ELEVATION: 357,00 FEET
~ ~ ~ f ~ ! j i 1 ~ ~5i FREEBOARD IN 10 YEAR STORM: 1 FEET o ~ _ I f r r y~ ° ~ W
J ` r r f8t ~ ~ i t k ~ ~~ti rr i I t M~ s * K I t i 4 . I 1 'G i t , T ~ a r f ~ ~ _ ~ , , , RISER FOOTING DEPTH: 1 FEET W H N , r' , ' ~ r , i RISER FOOTING WIDTH/LENGTH: 3 FER CON H .
r I rl ~ ; ~ ~ " I \ \ tt t t \ t 7 t 7 7 i ~ ; ~ ~ ~ BASIN CLEANOUT ELEV.; ° STRUCTiON ENTRANCE ~ ~
l f I ~ 4,,.,, I L. ~ ~ ~ ~ ~ r , 1 '16 F t ~ 353.50 FEET ~ ~ Z / ' i rr , r TEMPORARY ~ ~ ,
~ ~ a- 56 t \ N~,J R ~ ~ ~ .,,.1,.,-~, r r r i ~ ~ ~t'l ~ 55 . ~ \ ` ` ti 7 t f I ' ~ i fir DIVERSION W ~ p ~ r r l r. i r rt
~ I~~ ~ 1 100 _ _ ~ ~ ~ I STREAM g 2 ~ \ \ I .~r- f r M'-' r ail ~ ~ > ~f ! I r r I ! ~ 7 r ~G r r I ' 1 r s 4 DITCH (TYP.) ~ r ~ r ~ rT~ s s U
i ~ ~ ~ ~ ~ V t r PROP 7SED 5 SI! EWALF' ~ r 9 f h, ~ j' ; '1 r ~r , ~ ~ ~ ' sa ` I l DISTURB W
, , ! , ALONI LUMLEY E )AD F MONTAGE t 98 I r r, ; 1 FENCE VEL . . ~ t " P~16LIC ,bRAINAG r ~ r y ED AREA: 33.13 ACRES sEDIMENT TRAP 4
EASEt~ -WID i' Y/ , iC 1 YEP.' FLOOD PLNN ~ w Itj. ~ ~ ~ ~ uC ,bRAINAG r r i ' ~ ~ 1 / r ~ , p -WID • ~r r ~ t ~ r ~
~ t t I~.-' i /14 r! ? r r~ 0UZ ~S i ~ r , ~ . , I Vl
1 \ I t S ~ \y ~~i ~ k
i-rr + 1O GR.:ENWAY EASEMENT TEMP f t7' fj t ~ f i i t ~ M•i ~ E ~ t 2.5:1 MAX SIDES P 1 t , , LO E
F ~ ,rT TC BE DEDICATED AT TIME OF ^ I ~ ri r ~ ~ FlII P • ~ AL LAT, HATCHED PORTION ~S, , 1 ~ '`tiB 101,,. _
~s F Of EASEMENT ON CENTERPOINT ,I'~ ~ , . , ~ r r 1 INV. 352.00 r. ~ II ; ~l t~ A. ~ C~2 ~ w • 1 ~ ~ ~i to ij ~ ~ 37 LF 18 CMP 0 1.35X , ~ ~ , j ,
PE OPERTY TO THE WEST TO BE ~ ' ~ X10 ~ `?Y?C X ~ ~ P ) DEDICATED PRIOR TO CERTIFICATE ~ y ' r. / ' - MIT F ~ - r Y. - ' AI ~ ~ } ' INV.-351.50 u S O r JI .
y U C DRAI OE OCCUPANCY AS DESCRIBED ON ~ ~ 11 _yy ~ ~ • . DISTURBANCE PUBLIC DRAINAGE i ~ ~ , ~ •W TH , NCDOT CLASS A RIPRAP ~ t ~ ~ ~ - ~ ~ ~ EMENi-WIDTH t , ~ !f ~ r'~ A
Sr E PLANS FOR DEVELOPMENT EXISTING . V IES ' _ . i + 6 Lx4 Wx12•THK ~ _ L , 4` 'VARIES 1 - ; ~ r 1 ~ i a l q` ~ t~ l~ t f
. ~'a SILT FENCE (TYP,) , 7 ~ ~ ~ A ~ ~ r
t ~ . a.. I ) ~ t ,..~y~_~' , 1 , ~
r I 2.~1 MAX, I j r " i SIT C V ~ -=e"~^ 't I s ~ E BRA ~L ~ ~ r_ , ~ s 0 I ~ ` ~ ~ t ! o,
I ' ;I; 5 t ~ s f i ~ ~ /
' I BASIN CLEANOUT l ~
I E LEV. (DURING ~ ~ . ~ t , ` CONSTRUCTION = 3 k i=` $6~1
56.40 a „ - 1 • ,
f 11 ss yam, ~.4; IN ~ rr F ka1) 1 ur ~ ? ~ r PRO ECTION'
GENERAL ~ ~ `~I CONSTRUCTION SEQUENCE ~ 2 nMy r ~ i yt t ~ j
1, ~ PERENNIAL sTREaMS~ ~ IN TALI TREE PROTECTION FENCING, ~ ~ P1CAL ~ ? ,r ~ 7 I r,
} ~ ~ ~ t 1 ~11t: i i ' ~ s,
2. 06TAIN APPROPRIAT ~ E PERMITS. 'w ~ ~ \ 50 NEUSE STREAM ~ ~ w, r ~ ' ~ ~ (l t ? , °jMr ~ r p ~1 - t
~ SEE PHASE BUFFER ON ''1 D SEQUENCE NOTES ON THIS SHEET AT THIS POIN1 THAT DETAIL 3 ~ , ;
PERENNIAL STREAMS ~ THE CONSTRUCTION SEQUENCE FOR EACH OF THE FOUR PHASES. (TYPICAL) ~ ti., h r ; rA r
- I ` 3. INSTALL GRAVEL CONSTRUCTION ENTRANCE(S), DIVERSION DITCHES, SILT ~z, ~ ? ~ Ir i " rl ,
y FENCES, SEDIMENT BASINS AND/OR OTHER MEASURES AS SHOWN ON THE ~ ~ ~ r! J r i ~ u~ .y ~ _ ~ , v. `ti ~ ,„w+ ) 1' ~ jar'
APPROVED PLAN AND ANY SPECIAL CONDITIONS NOTED IN "LETTER OF APP ~ ROVAL. u-7? l i ~ ~I f',
4. CALL 560-0735 FOR ONSITE INSPECTION BY THE SEDIMENTATION AND ~ ~ `•,+1;~, ~ EROSION CONTROL OFFICE. NCDOT CLASS ~B" IP , ''°k ' C ` / i ,1r Pl9B C D~ , ~ .r 'rr
t r i ~ ~6~ CONSTRUCTION ~ . r ri ENTRANCE Q
9 Lx5.5 Wx22"THK ~:yT ter, 5. BEGIN CLEARING, GRUBBING AND GRADING. MAINTAIN MEASURES AS ~ REQUIRED. `'~~;~'t
C? W 1 r j p " F1 ~ ~ , ~ r ~ r~
6, INSTA t i ~ LL THE STORM WATER COLLECTION SYSTEM AND UTILITIES AND PROTECT t t ~~..;.II INLETS WITH SILT FENCE, GRAVEL FILTERS, SEDIMENT TRAPS OR OTHER x t r ~ ,,,4, . , ~ ~ ~ 1 t ~ r J~ ~
APPROVED MEASURES AS SHOWN ON THE PLANS. EXISTING 100' GREENWAY ~ r w ~ j; r
EASEMENT DEDICATED ON Q' 7. GRADED SLOPES AND FILLS ARE TO EIE PLANTED OR PROVIDED WITH 12 600 ASP F ~`t'V ~ t}r~~ !I ` ~ r~ rr f, t i i _ ~ . 4 ~1 7 l ~ ~ ~ I ~ ~ ~ / ~"1
ARTO Y PROTECTIVE COVER SUFFICIENT TO RE'~TRAIN EROSION WITHIN 15 C I ENTERPO NT OFFICE WETLANDS WORKING DAYS AFTER THE COMPLETION OF ANY PHASE OF GRADING. D
ALL AREAS UPON WHICH NO FURTHER LAND DISTURBING ACTNITY WILL EVELOPMENT PHASE 1, WEMNDS l ~ t Q w ? z r ~ r`
° (PB 151, PAGE 15 ~ BE UNDERTAKEN ARE TO BE PLANTE!) OR PROVIDED WITH PROTECTIVE COVER WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS. ` . ~ ~ r~ r r r r , r 1 ~
Q P T ~s~ r ty F~ ~ • ~ r ` ~ ~ .t ` 6
8. AS CONSTRUCTION PROGRESSES, INSTALL PERMANENT EROSI ON CONTROL ~ ITEM NUMB m MEASURES SUCH AS RIP RAP APRONS, ERS 1 AND 2 IN THE GENERAL CONSTRUCTION SEQUENCE MUST BE 1. CLEAR A MINIMUM PATH ALONG CEDAR GROVE
ACCOMPLISHED PRIOR TO ANY LAND DISTURBING ACTMTY. DRIVE AND ALONG THE Q HANNEL LINERS, GRAVEL BASE COURSE, ETC, REAR OF LO15 57 THRU 71 TO THE PERMANENT DETENTION POND ! ~ . ~ ~ r7` , ~ ~ , ~ r d ; • ,5~.
LOCATION. 9, AFTER CONSTRUCTION IS COMPLEEED AND STABILIZED IN ALL PHASES, 2. POND SHALL BE THE FIRST SITE ITEM CONSTRUCTED. • ~ 1 r r,
R~ REMOVE SKIMMER FROM RISER STRUCTURE. BRING POND GRADES TO P ~ 3. INSTALL THE PER MANENT RCP BARREL AND THE PERMANEM RISER AS J ~ r if , i /'Y~' /'j'
FINAL ELEVATIONS INCLUDING EXCAVATING THE POND TO THE FINAL PER DETAtIS ON SHEET C-12. CLEAR AND EXCAVATE ONLY THE MINIMUM ~ AMOUNT NECESSARY TO INSTALL THE BARREL AND RISER ASSEMBLY. ~ DESIGN ELEVATIONS. PROPERLY DISPOSE OF ALL SEDIMENT REMOVED. I• MINIMAL PATH (uMlr TREE aEARINC) ALONG CEDAR GROVE DRNE /V ~l l ~ r J~ f
c DEVICES IN~DING OUTLET STRUCTURES. AND ~-2 ANO INSTALL THESE 4. GRADE 7HE BOTTOM OF THE POND AS SHOWN ON THE EROSION CONTROL n ! I~'f l ~ f ~ ~ ~ J ,yi ~1...,» I , 1 rJ
0. SEED, MULCH AND STABILIZE ANY REMAINING DISTURBED AREAS PLAN INCLUDING THE COLLECTION SWALES THAT EXTEND W EST AND NORTH ABOVE THE POND NORMAL POOL ELEVATION, INCLUDING THE BERM. 2. REFER TO GENERAL CONSTRUCTION SEQUENCE STARTING AT N0. 3. OF THE POND AND THE EMERGENCY SPILLWAY WITH LINER.
m 3 5. INSTALL SILT FENCE AND SILT FENCE OUTLETS PER PLANS ALONG THE t ,a~,w..' x~,~' ~ ~t fr r' r /
D DOWNSTREAM TOE OF SLOPE OF THE BERM AS SHOWN ON THE PLAN, ~ i 1, WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED PHASE 2 PLACE Flu FoR THE POND BERM PER r E''r f ~ ~'ft, rr rr PRU78C'P N0.
INTEPoOR OF POND AS SHOWN ON THE E OSON CONTROLCPLAN.~D w CALL FOR ONSITE INSPECTION BY THI SEDIMENTATION AND EROSION 1. ALL OF PHASE 2 I ~~~~~r•,..' r i t~iH-ololo
° CONTROL OFFICE. oR se-2, WHICH AREUPARTDOF p~p$E IBE COLLECTED IN EITHER SB-1 6. ATTACH SKIM ° MER TO 4' RISER DRAIN PIPE. LINE TABLE i' ~ ' ` - I ~ Af ,f,f',/ MIH01010-EG
' 2, IF THE SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, 2. ALL DNERSION DITCHES, ETC. MUST BE INSTALLED FLOWING TO THE SEDIMENT 7, ONCE RISER BASIN IS IN PLACE ANO THE OTHER EROSION CONTROL r' , UNE BEARING DISTANCE ;f" L i S 7747 3" E I ~ ~ ~ ~ ~ 3 x 56.28 I ,5 y ~ , rw.: ~ r DBStGNSB BY;
° SILT FENCING, SEDIMENT BASINS, TREE PROTECTION FENCING ETC. BASINS IN PHASE 1 PRIOR TO ANY LAND DISTURBANCE IN PHASE 2. MEASURES ARE IN PLACE , REMAINIG CONSTRUCTION MAY BEGIN. ~ AND SEED, PAVE, OR RIP RAP RESULTING DISTURBED AREAS 3• REFER TO GENERAL CONSTRUCTION SEQUENCE STARTING AT N0. 3. 8. REFER TO GENERAL CONSrRUCnnnr sraiervec creanur. er un , L2 S 7T40'J5 E 50,69' ~ ~ r ~ ~ ~ ~ : ~ ~ ~M~
~ Tl it nn.in nii.~i T„~.. L3 S 76'19'76" F 4981'
0 uxawn me MRS L4 S 75'08'00" E 49.04'
0 PHASE 4 13, WHEN VEGETATION IS ESTABLISHED, CELL FOR FINAL SITE o INSPECTION. IF THE SITE IS APPROVEP, THE PERFORMANCE BOND. L5 S 73'51'44" E 50.44' scene; 1 100'
L IF REQUIRED, WILL BE RELEASED. 1. DEL PHASE 4 DISTURBED AREA WILL BE COLLECTED IN THE PERMANENT L6 S 72'34'05" E 57 30' L7 S 4928'00" E 41.28'
DETENTION POND. L8 N 78'3325" W 35.87' AATB:
/ 2. ALL DIVERSION DITCHES, ETC. MUST BE INSTALLED FLOWING TO THE SEDIMENT BASINS IN PHASE 3 PRIOR TO ANY LAND DISTURBANCE IN PHASE 4. L9 S 70'30'15" E 35.87' f 2702 GRAPHIC SCALE
/ 3. REFER TO GENERAL CONSTRUCTION SEQUENCE STARTING AT NO. 3. CURVE TABLE 100 0 50 100 200 SHEET NO.
rL CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG C-2 C l 28'00'03" 1085.92' 530.70' 525.43' 270.76' N 61' 13' 14" W
X 1 inch = 100 ft. fiLE: CE
_ WIMeADAM FINAL DESIGN NOT RELEASED FOR CONSIRUCIION

' 1 ...ti: ~ . ~ 1 ~ ~ ' ~ ...a.~' t ~~---~...wl
1 ~1 II r i j ~ ~ `y ;
~ 1 ` ~ ~ w~ 1 ~ I ! I ~ ~ t - GRADING STORM
~ a Yir~ ~ , DRAINA _ GE NO TES
1 " ~ tea„ ~ ~ ?
l ~ . ..5~ ~p ~ ~"w^ ~ t ~ / r ~ ~ ~5 PROTECTION OF EXISTING VEGETATION: AT THE START ti STRIPPING ~ GRADING INVOLVING THE
1 ~ 1 OF TOPSOIL OR LOWERING OF EXI ~ ~'`w, SHARP, VERTICAL CUT STING GRADE AROUND A TREE, A CLEAN,
1 , ~~i 1 ~ ~ SHALL BE MADE AT THE EDGE OF THE TREE (;f , SAME TIME AS OTHER EROSION CONTROL MEASURES AT THE
g l 1 ~,t,..~ ~ ~ ~ ~ I \ i - PROTECTION FENCIN AREA INSTALLED. THE TREE ~'°s _ _ G SHALL BE INSTALLED ON THE SIDE OF THE CUT F
~1 I ~ ~ I ~ t ~ ~ ~ ~ ~ i ~ ~ r I r 1 3 r' rf, FROM THE ARTHEST AW TREE TRUN AY M~••i _ , " K AND SHALL REMAIN IN PLACE U , ,I THE VICINITY OF tTi ~ CONSTRUCTION IN
_a , I ~r r ~ y ' f,~, / I E TREES IS COMPLETE. NO STORAGE OF MA r' EQUIPMENT AND NO TRESPASSING SHALL BE FILL OR
- - _ tom.; } ! I~ I _._..G-b_ r r I ~ I .}-~+li ~ PROIE ALLOWED WITHIN THE BOUNDARY OF U E CTED AREA AND SHALL BE P THE OS1ID ON THE PROTECTION FENCE. A
r ~ r.~~' . ~ i ~1 I I f l l 91 , t ' _ t ~--~-w-.,... L_~ _w. ~ I i PU GE I i Ir ~ i 'r f FENCE CONSTRUC PROTECTION rr ll " TED OF MATERIAL RESISTANT TO DEGRADATION BY V U1-
C _ . _ u C I _ wMwMM _ 1 I EAS E WOTH r I k I r ~,u/' fr r MOISTURE FOR THE DURATION OF THE CONSTR SUN, WIND AND ~ ~ 1 UCTION O r ~ r ~ r SAME TIME AS THE EROSION CON ~ SHALL BE INSTALLED AT THE • p p
~ ~ ~ 1 f w- + r r l t ~ , ~ t > li i r VARIES I r ~ I r r r' ~ ALL CONSTRUCTION IN TROL MEASURES AND SHALL BE IN PLACE UNTIL U d~_ t~ , / ~ THE VICINITY OF THE TREES IS COMPLETE. W z I
r _ r r L.9 r 1f ~s' r - , r ~ ~ i ~ ~ i ~ m ~ ~ ~ r a 2. C ? ONTRr4CTOR SHALL CALL NORTH CAROLINA ONE CALL• - - ~ rn
. ~ ~e< fem.. l 1~.. r$ I ~ ~ r ! I fh rr ~ 1 800 63 - " O ' ~ HOURS PRIOR TO DIGGING T ( 2 4949) AT LEAST 48 ~C 0 HAVE EXISTING UT1LmES LOCATED. REPORT ANY ~ " ~
, " f I f , ~ ' I ~ ~ S ! TO THE ENGINEER. DISCREPANCIE t" r S ~
I t ~ a~ ~ ~ 1 4 r~ ~ ~ I u ~ 3. CONTRACTOR TO COORDINATE ACTMTIES WIT a` ~ ~wti ~.,,w,r__~.„ , RE UT LITY COMPANIES INVOLVED IN ~ R'i : Q+
~ " i ~ q ~ ~ I~ r ~ ~ r • I t , T i, IACAIlON (I,E. POWER POLES, TELEPHONE PEDESTALS ~ RELATED W_, W F., 4 , t I } ( t ,WATER METERS, ETC.). ?""j ~ N
~ i i ( 1 S I ~ n r . ~ IJC ' ~ r ys' ~ s i t ! , , ' I 51 4. EXISTING UTiIlfIE ~ ~ ~ ..at;,.~,~, 1, i ~ S SHOWN ARE BASED ON FIELD SURVEYS AN
' 1J I ~ ` ' ~ ~ ~ 3 ' r 3 5 ~1 r " ~ ~ I ~ r ~ DRAWINGS, THE CONTRACTORS D THE BEST AVAILABLE RECORD r ~ d ~ Q HALL VERIFY CONDITIONS PRIOR TO W ti O O
I ~ ~ I I / `'ti l r f r t 34 r t r i t ti, r tr r t ~ 33 ~ I ~ ' ANY ply BEGINNING CONST r t I t ~ > REPANCIES BETWEEN ACTUAL FIELD CONDITI RUCTION. ~ : ~ p p 28 I ~ , TO THE ENGINEER I ONS AND THE PLANS SHALL BE REPORTE \ E+ d~ u~
~ ~ I ~ = r t ~ t 1 ~ D GRO a` rr 27 , MMEDIATELY. D O 4 ~ .-t i ) t - t1a I
i% t I ~ ~ J t r 31 ; I i ~ r 50 p r I ~ i o~ M 2q a r , ' t ' ; r 7 i 5. A STORMWATER FACILITY OPERATION AND MAINTE ~ NANCE P W , U m
' , ~ .e~ r r 29r M ~ ~ .ls 1 ' V t 29. , , l ; EXECUTED PRIOR TO REVIEW OF ERMIT AGREEMENT MUST BE W ; a p ~ \ I , I it CONSTRUCTION DRAWINGS ~ C4 ~r ~ , 26 i 6. ALL P P ~
, l s~ I 45 n ` ~ - rr t ~ , I t , dh~ ~ ) ~ I r ~.u ~ r ~ UB t I 1 ~ r r RO OSED INLETS, CATCH W
~ ,,1 U~ DRAI E ~ r - r + , ~ It 30 //1: I ~ E - ~ - O r f ~ l 1 r + CONTRO BASINS, AND DROP INLETS SHALL BE PROTECTED BYE ~ ` ~ ,r 30 r I i j1z L MEASURES AS SHOWN AND SPECIFlED ON THE EROSION ROSION ~ z , W Q O r r CONTROL PLAN. ~
4rj',' d,~1;I t ; t ~ t~l j r ~ I ~ r r '~".,1 ~ 1!% ~ ~ t VARI~S t r/ ; i ~ t ~ P r' y >r , ,l / ~ ~ 7. A P.E. OR AN R.L. , W ~ a S SEAL IS REQUIRED ON ALL AS-BUILT IMPERVIOUS
~ ~ , ~ , ~ UBLI DRAINAGE ~ , ~ , r ~3 1 ~ 46 ( r ; ~ y f ~ E -WI r i +6 ,l SURFACES. / rr , i' 8. ALL STORMWAIT:R EASEMENTS S a?~H
,'r~~ ~1rtr t ~i M r I , ~ t V I ` 2 i t ON EACH SIDE. HALL BE THE WIDTH EQUAL TO THE PIPE SIZE PLUS 8 F r , r t i~, EET ~h ' (a
,l;v ~ , .e~.0~ ~ r ' ~ ~ ~ t ~ ti 86 ~ r ~ 1 r ! f I ~1~ ~ Rai ~ r ; ~ ~ + 9• ALL STORM PIPE LENGTHS ARE MEASURED F ti
~,,i w ~ ~ I M.B~ ~ l ' 71 t. t .r , 88 r 1 n r ROM CENTER OF STRUCT `f / ~ i ~ STRUCIU URE TO CENT 1 r 24 y } RE OR TO END OF FLAB ER OF , O b ~ ,In1
r' ~ ~ t~ i 5 ~ ~y 8 r, r r d~ d'~ r Q r j t ~ 1 h S ~ 1 r ~ rt 7! r +t t ED END SECTION. ~ 0 _.I ~ ,L, r r rr }t i ~ ; Q , ~ p,
~y ~ I ) r 1 ~ ~ ~ ~ r r '`rt I 1 ~ ~ r , ~ ~ ~ 1 rl t ~ /r r ~ ~ i ~ ~ C) 1 23 ;
~ ~ f 4 r ~ / ! 1 t 1 1 ~ ~ l t r ~ i r ~ ~ w~ r / r ~ ~ r r ~ ~ ~ . $4 / t 9 f ~ ~ r I It , PUB C DRAINAGE • ~ w0 rf ' ~ EASE ENT-WIDTH ~
1~ ~ ~ r ~ 1 8~3 t r r r !t r ,f ` I ~ 1 r x ; ~ r/ I I VARIE N
11 r ~i ~ ~ 8f ~ r 69 ~ t 1 , ~ L r I ~ r ~ ~ ~ _ ~ ~ , , ~ r:r $ ~ t ! / r ~1. ~ t '`r ! i ~ ~ ~ t t ~5 ~ ! 82 „..r~ ~ ~ r I s GRADING LEGEND
r,~ ~ i ~ t I I t 1 1 , ~ k 91 r , PI;tASE ;
'^y ~ I 7 1 ~ ! ~ ~ r1 ~ r3 o~ r' .I- I ~
f ~ ~ 1 3 ~ ~ ~ , ~ ~ 1' ~ k °ti \ ~ t j 6 1 ~ ~~ti I~ r I ~ ~ E. ~ I ® FLARED END SE 11 z , ~ 21 ati ~ CON
J ~ v ~ ~ 81 "I~~r j s ~ti'". ~ I i i ~ 9 r i ~ ti ft f 1 I I r 1 i ~ ~ ~ , ; STORM DRAINAGE i I i t ~ z,
~ 14 ~ ; II ~ CATCH BA - _ STO ~ ch' ~ t I k tl r 1i ~ i + I ~ t SIN RM SERVICE LINE
~ it r r~ ~ ~ ~ ~ ~ / r ~ i t 1 r ~ ~~i 1 ~ ~ ~ ~ 1 4 I r 4 I " w "°'°°'..m. w~„ w~ ~ f~ t + ~ 1~ } ~ 6 ~J Fr f E , 5~ ~ ( ~ I 7 1 ~1 I ) a k l 5 4 } t t ! y l t i i t - • W
1 'a F 'Y` 95,1 ~+,i t r f' 5 S 7 ~ I ( I ~ + ; ~ DROP INLET RD-RD-RD- ROOF DRAIN, 8 ADS a a A a 2 j ~ , + ; NON-PERFORATED TUBING OR
" !i I 1 1 - t 'S , ~ rt 6 I I~ ~ ~ 1 f r I i + ,1 1 f ~ ~ ~ T EQUAL 1,0~ MIN. S a a ~ a ~ _...t ~l _ , I S ORM SERVICE INLET LOPE 3 MIN. ~ w w o
t r , ~ , i COVER PVC SCHEDUL P, a aG. PW, 94 ~ ~ ! ~ 1 i E 40 IN 0
p , , ~ ~ _ ,4g C , 1 ~ r ~ ~ , P r ~ ~ k ~ ~ ~ ~ r I ~ 79 r j ~ . ~ ~ ~ ~ ~ EASEME ' WIDT r t ~ , ~ E r TRAFFIC AREAS 0 0 0 0 ~ ~ 1 + t ' ~ ~ ~ STORM SERVICE ROOF-DRAIN ~ l ~ rl I ti 1~ I I I I
( <y , V +rr r ~ ~ ~ ~ 18~ PUB I 1 ~L ~ ~ ~ 54 a rr a ~ ~ ~ I ` ~ NAG EAS MEyT , ,h~'~ / ~ , r ~ , TP TP -TP TREE PROTECTION ~ ~ ~ ~ ~
s 4 59 ~ ~ r 95 ~ti` , r - -r 1, 1, ~ ; Q STORM MANHOLE 1x a m t I r, t` r r t i z LD LD LIMITS OF DISTURBANCE
~I, ~ ~ , i` r r 'z ~ ~ r r ~ `56 1 ~ f ~ 5 ~ 5 1 t t 18 t / ~ ~ ~
` ~ t ~ ~ . ~ r 18 C STORM t i 3 t ' ~ y ~ r ~ F f 1 t t r~ ~ ~ w ~ ~ ~ DRAT E b ~ ti i t r i , ~ I n: , DRAINAGE FLOW ARROW WOODED AR ~ r r J I r y , EA
J ~ ~ ~8l i^~ ~ ~ A ~ ~ 1 ~ ~ ti , 1 t r ~ r g6 f -y ~ ti,. I ;'l ~ rl 96 r ~ ; r s _ 250
i dl, ~ ' ~ \ ~ ~ ~y ~ ~ \ L' n~: r t t"' I + ~ , LINE BREAK SYMBOL 10' CONTOUR , ~ I 17 , 1 ` ; _ ti I r/ lr , / ~ i 252 ~ ~
7(r I T \ ~ 1 ~ t t \ l' I ~ j V' ~ i t ~ 1 t ~ y i i ( 4 , r j ~ ` XXX.XX 2 CONTOUR ~ p t _ ~ r / ,I TOP & 250
~ ~ ~ , ~i c I x ~ A.~-~+' ~ t it t r r 7 i i~ , t XXX.XX BOTTOM CURB ELEVAl10NS EXISTING ~ 7 t r/ a ~ i~ ; 10 CONTOUR W t` _
'1"' i , ~ I, ~ _ 252 W F ~ 16 i I ! XXX.XX -TOP OF WALL y EXISTING 2' CONT ~ ELE All OUR H
, r i, 55 56 ~ NEUSE ~ „ ~ I~ + BOTTOM OF WALL ELEVAl10N - - - EASEMENT ~ ~ ~ Z
~ ' i " p o - v STREA#1 9UFF~R } s ~ ~ ~ \ ~ / t r I r s ROPOSED 5 SIDEWALK ~ A 5 6 10 t r r ' I r, , ~ r1 I frt 1 (NOTE: BOTTOM OF WALL I LINE r , 1 , : c-~ ~ S GROUND Z
ALONG LUMLEY ROAD FRONTAGE ~ ip - - t r ~ 'i r ~ ~ t 1 t ~ I r ~ ~ 9 r r ~f ~ 1 ~ M ~ f , ELEVAl10N NOT WALL FOUNDAl10N) ~ O 5 5~ . , W iiiiiriii,iuiir
00 YEAR FLOOD PLAIN ~ ~ r g8 r ~ d u. r'~' ~ ~ 4 t f rr f I I , ( uriiiiiiinriiiriiiiiiiir HAND r ~ ~ i ~ , ,,,,,,,,,,,,,,,,,,,,~„rr, ICAP AREA F'+ ~ r 98 i ~ ' I / i •B(XX•XX SPOT ELEVAl10N MA O {I, ~ l „ iriiaii ~ X. SLOPE
r~ . j + 1 '1 , i I
I f r a i o~ r' 14 I~ k~ i '
w ~ ~ r !r 100 GREENWAY EASEMENT ~ i ~ ~ r ~ • t i F-+ p s / ' i i
, i~~'; TO BE DEDICATED AT TIME OF 0 .t ' FlNAL PLAT. HATCHED P _ ~ ~ I ~ v z r7 t U~M
ffi. OF EASEMENT ON CENTERPOINT ~ -^p _ ~f ' t . ~ t ~ ~ ' H ~ C7
~~w PROPERTY TO THE WEST TO BE ~ i DEDICATED PRIOR TO CERTIFICATE ~ r \ - '1 r t 1;~ w,, i 1~ ( t
xx">< OF OCCUPANCY AS DESCRIBED ON a w NA6E i E- r ~ rl 1 4 i 1 1) W Q r' i I ? ~ , 0. ~ ~ ~ r; ~ - ~ n
SITE PLANS FOR DEVELOPMENT ' ~ ENi ~ , WIDTH f' ~ I ni ~ 7 f~ 1 i~ r r •WIDTH ~ , , ' ~ r ; _ ' ~ ~ ,
I 11 0 ARI I ~ ~ 11 usuc DR,vNAGE ; ~ ~ J
INV.=357.90 K k ~ x , ' j ENT-WIDTH _ ~ ~ ' ~ Q
~ ~ ~ ~ ~11 ~h. EXISTING MANHOLE ~ ~:;r ~ ~ _ I d I .yYARIES ---r~.:~. rl I
l rl it 1 y I I I ~ ti ` y 1" ~ j , i f~ ~ i I
y r . ~ r 32 LF 15 RCP ~ OJ5x M ~ ~ _ j ~ I r I t _ - ~ ~ ~r 1 ~i 1 I r,,,~,,. i T I k ~ ' I ~ r. 1 ~ t
s ~ ~ t I l ..r ; N ~ ~
~ ~ ~ ~ 4 ^ 3 ~ ~ ' ~ ~ I I ° 1 ~ 1y ~ i ~ m~ 1 ? + ~ 1 7' r' e I ~~t 1 a y ,
,~?4 ~ , V ~ ~ .l ~ `~^4 8~ 0., ~ ti i t w~r r ,r f ~ i
~ ~ ' s ~ 1`0 i ~ 1 1 l l,+i 1 7 11 i s `ti, ,7 ,r~ ~ r ,1 ; w 1
~ ~ u -,,,J : z c ~i;~. ` ~ ~ ri r+ 4 ~tf
PERENN ~ ti ~ W. STREA115~ ~ ~ ,.•.I ~ i ' , + i lit r
(TYPICAL) , ; ~ " ' ~ - y~ i ~ Q t ! - ~ r; y r' r1 f1 . ~ ~ I f i r~ t,.-, ~ f
y 50' NEUSE STREAM • ~ ~ p., , r
BUFFER ON 3 ~ , ` PERENNIAL STREAMS , ~ ~ ~ 1 1 1 , f lj {
(TYPICAL ~ t~ti ~k t , 1 ~ 't.... _ ~ ~ ~ r~ wi. ~ i f
~ ~A- ,M ~ 1
~ ~ I i,~ FI ~ ~ ` ~ r~ Q
" i ~ ~ ~ i
. t ~ ~ ~ I 1~~` V~, .1 ~ + j` j ~ I! ~ ~ d A
Al `w...
~k`~~~.. ; ~ 1 d A ~ ,~v l ~ -W , r I t ~ r~r' ~ . r ~ ~ ~ ~ ~
1
~ l ~ t) rr ILI
a ~ ~ ~ EXISTING 100 GREENWAY ` ~ ~ ` ~ ~.f , ~ r n ~ I r~r , ~ ~
Y EASEMENT DEDICATED ON ~ ~ j! ~ ~ M \ ~ ~ ~ ~ ~ '
N 12/8/00 AS PART OF CENTERPOINT OFFICE / ~ 1 ~ 1 t 11,r t r rr t
DEVELOPMENT P WETLANDS -1 P RASE 1. ~i, ~ r r WETLANDS ~ 3~ ~ , i ~ , l r' ~ ~
~ (B 151, PAGE 15 0 ri'x f P l' ~ ~ ~ ~ ~'~r ~ J
Q m ° I r
Q ~ 1f
m ~ rr t ~ r' i~ +}l ' • / ~ rr ~~p' J
4c r ' ~7,~ 1 ` . ~ ~ ~ ~ ~ CITY OF DU
~ ~ , - PUBLIC Y r ~ - WORKS DEPARTMENT
L U y°' , ~ , VED -
~ ENGINEERIN l ~ ` ' r° G
cn 3 D ~~ti" ~ r r ,r`/'% DATE Z~ ~y ti'',, ~~~~E r' f'~ STORM
LD ~ t` WATER ,`'ti„,,.,,„ . r~r,. DATE ~ ;r1 0~, + ~,f r TRANSPORTATI
`_7 t i ( ON DATE-, _ ~ > ,f
l:J r`~ r' r ~ , ` r~ ff{~ , DATE
~ fr fi J' , f UNE TABLE ~ f'9 r~oncr Na, i 7=-:rW , ~ DATE MIH^0101C
' ~ / L1Nf BEARING DISTANCE ' / f` ,'f f
C) z~xa?r;;: MIW01 1 - L i S 774733" f 56.28, 6 ~ ' 'f ~ ~ ~ ` Q Q ~ G L2 S 77'40 :T5" E 5n r;o' i ,4 i d ~.'i r r,
O L L3 S 76'19'26" E 49.81' .0° ABSgcxaa ar: JMF
L4 S 75'08'00" E 49.04' L5 S 73'51'44" E 50.44' SCAk ar;
t L6 S 72'34'05" E 57.30' MRL
L7 S 49'28'00" E 41.28' L8 N 783325" W 35.87' 1 1QO
C J L9 S 70'30'15" E 35.87
GRAPHIC SCALE CVE 100 0 50 100 200 SHEET NO.
X CVi DELTA" RADIUS ARC CHORD TANGENT
C l 28'00'03 1085.92 530.70' 525.43' 270.76' CHORD BRG C-3 N 61'13 14' W
FILE. GE 1 inch = 100 ft.
FINAL DESIGN - NOT RELEASED FOR C AWADAMS CONSTRUCTION

:sue
r...., , I I l ~
ti
i w ~ ~ t (r, t I l ~ t , ~I I 1 i i
a ~ -J. ~ " ~ r 1 _J._~.. UTILITY NOTES: T~ ~--'ti ~J 1
, I /W ~ ~ 1 ~..ti w - w' ING PUEjtic ~..w- w~ . M~.", ~M, °w-.. ~ } 1. ALL WATER MAI ~ i NS AND SEWER LINES PROPOSED BY THIS 13. PROTECTION OF EXISTING VEGETATION: AT THE START OF
1 ~ t I ~ w~~ a '~,,t PROJECT ARE TO BE PUBLIC SYSTEMS. GRADING INVOLVING THE STRIPPING OF TOPSOI
i -M--._....___... w w,.,~ e ~ 2. ALL WAT F X L OR LOWERING ti ~ + ER AND SEWER SHALL BE INSTALLED IN ACCORDANCE 0 E (STING GRADE AROUND A TREE, A CLEAN, SHARP, ^ ~ ~ j ~ ~ WITH THE CITI' OF DURHAM'S WATER AND SEWER VERTICAL CUT SHALL BE MADE AT THE EDG F
f , ~ ,1 r i Mgt' ~S' 1 i i ~ I 1 1 l r~ r ~ , r ~,..J E 0 THE TREE SAVE F~~i ' CONSTRUCTION SPECIFICATIONS, LATEST EDITION. AREA AT THE SAME TIME AS OTHER EROSION C
~ l I ~ „ "a r - - ONTROL MEASURES ~ / ~ ARE INSTALLED. THE TREE PROTECTION 3. WATER MAINS SHALL BE DUCTILE IRON PIPE FENCING SHALL BE
, ~ ~ ~ , ! .Ir 1 I L I ~ I I ~ i `w~,"^a r 1 ~ ~ .~""t f INSTALLED ON THE SIDE OF U I WITH A MINIMUM OF 36 OF COVER. THE CUT FARTHEST AWAY FROM THE
~ ~ ~,......,~i ~ J ~ I ~F , . . , 1 i I ~ " TREE N 1 WATER SERVICE SHALL BE TYPE K COPPER FROM THE MAIN TRU K AND SHALL REMAIN IN PLACE UNTIL ALL
~ ~ ~ ~ l ~ 1~ r,~; ~t i 1~t ' _...a-,.~ ,~..t I III I ~t , ! " TO TH CONSTRUCTION IN TH ~ ~ ~ ~ , ~ E METER AND SCHEDUIE 40 PVC FROM THE METER TO E VICINITY OF THE TREES IS COMPLETE. o THE BUILDING. NO STORAGE OF MATERIALS, FlLL OR EQUIPMENT AND NO ~ p ' o
i 1~ ~ 1~.. i ....~1 I I ~ t Ili y t f - - ~ ~ ~ ~ i_..~ 1....._..... ~ 1,,..._I ~ I ~ I , I I I ~ k t >l 1 ~ f ; r ~ SANITARY SERVICES S ' U d~ u ! ~ HALL BE PVC SCHEDULE 40. TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE F~1=
_ I i ~ Ii ~ k1 ' ~ I ~ s~ ~ 4 t , I ~ ~ „C ~ ~ I ! I ~I r~+ SANITARY SEWER MAINS SHALL BE PVC SDR 35 PROTECTED AREA. ~ ~ i y o
, .r. i I II t ~ ` WITH A MIN. OF 36" COVER INN - r / " ON TRAFFIC AREAS R; ~ O AND 60 COVER IN TRAFFIC AREAS. 14. CENTERLINE OF 30 FOOT WIDE CITY OF ~ " ~
r DURHAM SANITARY SEWER U)
; UBUC DRN E 1 3,86 ~ 3. SANIT EASEMENT. SUBJECT TO TERMS STATED IN THE DECLARATION IN ~ l ARY SEWER: REAL ESTATE BOOK 1510 P ~ %P4
~ EASEMENT-WI . ~ ~ i ~ VARIES 30 P BUC X6 TEE t"~ ~ , -ALL SANITARY SEWER MAINS SHALL BE 8" UNLESS ~ AGE 958. NO STRUCTURES, FlLL, Q ~ p,, EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE W W N ;E ~ ~ n_--~ NOTED OTHERWISE. EASEMENT EXCEPT ACCORDING TO TH ~ n
yr r >r . r` ~ ~ 42 SEW • ~ ; , E EASEME GATE VALVE . ~ 43 41 ~ 40 1 39 ALVE BOX VALVE i -SANITARY SEWER SERVICES SHALL BE 4" OSE TERMS. W ~ ~
~ l 38 ; ~ ~ 1 37 )X ; PVC SCHEDULE 40 AT 2,OOX MINIMUM SLOPE. z ~n o 15. ALL LENGTHS OF STORM SEWER SHOWN IN THE PLANS I ' ~ ~ o p
I ~ l 36 ' a1~' ; 0 1 35 6 GATE VAL IN r ; ~ 8X4 TEE 1" BLOWOFF HIT ~ ~ 2 34 E ~ C 0 ~ 1 33 ' KER T gE 1 O l V VAL IN , ~ CLFANOIITS SPACED AT 75' MINIMUM. S o
;r ' ~ 8" GATE VALVE IN SSEMBLY UELIC R C NSTRU DES GNED AT 1 I I / ALVE BOX 28 d C ' j' t~ , . ~ ~ ON P STAGE 32 / ,f ~ r ,r VALVE BOX 8X8 EE / )X 2 t 27 ~ -CLFANOUTS LOCATED IN PAVEMENT AREAS MEASURED FROM CENTER OF STRUCTURE TO CENTER OF a' C ~ 8 O SHALL BE HEAVY \ F d+ O STRUCTURE OR END OF H i ~ DUTY TRAFFIC BEARING CASTINGS. EADWALL OR FES. ~ t i ~ i ~
4 GATE VALVE IN/ \ (2)8" TE VAL E IN 31 ~ i + ~ ~ _ 16. All SANITARY SEWER LENGTHS ARE MEASURED FROM CENTER OF W U ~ m
l~ ~ VALVE BOX-~ ?i VALVE BOX ED ' ~ 44 I GRO Dg 5 CON ETE 1" BLOWOFF I i 4. PIPE CONNECTIONS TO EXISTING MANHOLES SHALL BE CORE MANHOLE TO CENTER OF MAN W o HOLE. ~
,h ~ w ~ ~ ~ UBLI R SIDEW (TYP.) ~ 29 ti 2 SEMBLY ~ DRILLED AND A "RUBBER BOOT" INSTALLED TO CONNECT THE - ; W O 1 .O
~ n a 4 ~ ~ 26 i % NEW PIPELINE TO THE MANHOLE, ~ ~ p O z-w ,
T r~ g ,%f aw IMI~ ' r~' 6 , ~ 5. VAULTS USED IN TRAFFIC AREAS SHALL BE HEAVY-DUTY
_ 30 O , ~ ~ PUBLIC DRAINAGE ~ MANHOLE ' - 30 ~ + ~ TRAFFIC BEARING VAULTS. ,
~ 11' r ~ ~ EASEM -WIDTH PUBLIC D NAGE ' ~ I~"' ~ f, V I 72 RELATION OF ~ ER MAINS TO SE~PE RS ,
1 ~;~,f, tJ ~ AR ES EApSEM(~ENT WIDTH w~ l xt iJ f ~ ~ ~ 1 VARIES # ~flt Jtf, t 4V \ ' } I ~ 6. THE LOCATION OF EXISTING UTILmES SHOWN ON THESE P 'c, ii O PLANS ARE BASED ON FIELD LOCATIONS AND THE BEST 1. LATERAL SEPERATION OF SEWERS AND WATER MAIN ~ ~ ~ ~ ~
12"X8" TAPPING ; ~ ~ 'ti ~ 85 86 4' ~ . - ~ 7 ~ ~ S. WA v Pa' ; AVAILABLE RECORDS. IT IS THE UTILITY CONTRACTOR'S MAIN TER ~ O ~ ~ ~ : ~ y ~ S SHALL BE LAID AT LEAST 10 FT. LATERALLY FROM ; ~ ~
SLEEVE & VALVE-~ ~ ~'~i ~ / 'y RESPONSIBILITY TO FIELD VERIFY ACTUAL LOCAIIONS EXISTING OR PROPOSED SEW = d ~
X ~"Y ~ 47 ~ 1 'ti 88 -.BD 73 0 `P ' ~ ~ ~ ~ ~ ~ 0 i 71 ` D 24 , ERS, UNLESS LOCAL CONDITIONS OR N ~ PRIOR TO BEGINNING CONSTRUCTION. REPORT ANY LOCAL CONDITIONS OR BARRIER P % U W W ~ 2 PUBUC D ~ S REVEKT A 10 FT. LATERAL Q~
~ si 4~ ~ ~ 89 ~ 30 P~1B C SAN ~ ' ~ ~ ~ DISCREPANCIES TO THE ENGINEER. SEPERATION, IN WHICH CASE: ; ~ Wa ~ 23 EMENT- ~
I- r , ~ 1. , 4 S EMENT ' ~ ~ ~ ~ 0 70 90 O 7 ~ V IES , ~ UTILITY AND GRADING CONTRACTORS SHALL CALL THE 4N
~ 74 0 r ~ ~ ~ 8a ~ ~ 63 FOLLOWING UTILITY LOCATION SERVICES AT LEAST 48 ~ THE WATER MAIN IS LAID IN A SEPERATE TRENCH, WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 IN. HOURS PRIOR TO BEGINNING CONSTRUCTION.
8 f 'TEE G 22 ? ( ABOVE THE TOP F NORTH CAROLINA ONE CALL [phone] 0 THE SEWER. OR,
l ~ Sly 0 ~ (4TE VALVE ~ ~ fw ~ l ~ ;,r fj , 25 914, 0 69 ~ 82 1 9 ! ; 8, , W V;~LVE BOX 1 Q ~ CITY OF U 6. THE WATER MAIN IS (AID IN THE PHASE 2 i ~ D RHAM [phone] SAME TRENCH As THE SEWER ~ E~
, t! ~ 83 „ ~ ~ 75 0 t ~t 8Mx6 REDUCER PUBLIC E WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF z
I ~ i 62 • 6 GATE VAL ti 68 Ac O ' ~ EASEMENT-WIDTH O E i 8. SEWER SERVICES WITH UNDISTURBED EARTH AND TH y~pJH ~ /i LESS THAN 1 FOOT E ELEVEATION OF THE BOTTOM OF DIFFERENTIAL BETWEEN BUILDING F.F.E. AND THE WATER MAIN AT LEAST 18 IN. ABOVE THE TOP OF THE SEWER. z
; ~ S19y , y ~ t' OWOFF ~ ~ _ ~ ~ 92 _ ~ D , O 15' RIGHT OF- ~ ~ 12j S4 4 / ~ 81 ~ 21 ~ ~ ~ ~ O 1 ~ ( CONNECTING MANHOLE TOP SHALL BE EQUIPPED .c
ASSE O DEDICATION ° ' ~ 'S9' W 67 LY 1 76 ~ 1 0 A ' i ' W BAC A CROSSING A WATER MAIN / KW TER VALVE IN ACCORDANCE WITH OVER A SEWER. WHENEVER IT iS NECESSARY w
l? ~ i 61 ~ ~ 93 ^.+~."ww.,.. ..,..nom. ..w.. ~ ~ t ' ~ ~ O - 1 i 1 ~ TH FOR A WAT a~ E NC PLUMBING CODE. ER MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL a a a
, BE (AID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER a a~ 20 ' r ; 9. THE SANITARY SEWER N MAIN IS AT LEAST 18 IN. ABOVE TH T ~ ~ w Q
1t, ~ ~ U ES SHALL BE CONSTRUCTED OF E OP OF THE SEWER, UNLESS ~ a, a, as a ~ ~ EITHER PVC OR DUCTILE IRON, AT THE DISCRETION OF LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 IN. VERTICAL p ~
~ ~r r t~ ~ ~ / E BO ~ 48 ~ 78 ' ~ _ ~ 1 95 - - I THE CONTRACTOR, EXCEPT IN THOSE LOCAIIONS AS NOTED SEPERATiON - IN WHICH CASE BOTH THE WATER ~ c o e
~ r ~ ~ ~ / FlRE HYDRANT ~ i ' ~ / 1 BLOWOFF ~ ~ °'>7 ~ ~ 65 ASSEMBLY 60 8x6 REDUC 79 ~ ASSEMBLY `~i ~ ELSEWHERE IN THE DRAWING SET WHERE TH PIP NAND SEWER ~ I I I E E SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS ~ c ~ ~ 19 of t1 I MATERIAL IS SPECIFlED. THE PIPE SHALL BE INSTAILED IN THAT ARE IV " ~
m~a O O . ~ O , O E U ALENT T ACCORDANCE WITH THE CITY OF DURHAM P Q 0 WATER MAIN STANDARDS FOR A DISTANCE i r I:" I 1 S ECIFlCAlIONS C>» ~ ~ r f l , OF THE POINT OF CROSSING.
! ~ . `e ~ ~ 49 / / ~ 18' PUBLIC r ~ ~ 30 PUB C SAN PHASE 3 pRAINAGE EAS M ~`1 1! ~ r ~ ~ ~ SEWE EMENT ENT I _ _ ~ : ~ AND INSTALLATION REQUIREMENTS FOR THE PIPE MATERIAL
~ 7 ~ 95 ~ E i O r ~ ~ / 5D 4 13i ~ SELECTED, 18 ~ , 4 1 CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY
1 Q 6 59 { ~ ~ S ~ s _ ` - t ~ a:; 7 `9 t O + 'D~ f 10. CON T FOR A WATER MAIN TO CROSS UNDER A SEWER + cui 1 TRAC OR TO COORDINATE ACTIVITIES WITH UTIL.fTY ,BOTH THE WATER MAIN
APPRO'(. ~ ~ UC STORM H. v~ ~ COMPANIES INVOLVED IN ANY RELATED RELOCAITON LE. AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND • + ( WffH JOINTS E UN 4
yll ! ~ ~ ~.'y 1Q DRAINAGE .EMENT 04 96 I 2000 :ROM ~ ~ . ~ 7 All r ~ ! ~ ~ x S 58 J POWER POLES, TELEPHONE PEDESTALS, WATER METERS ETC.. 0 ALENT TO WATER MAIN STANDARDS FOR A DISTANCE A I i , 17 m~ 1 ) OF 10 FT. ON EACH SIDE OFT ~ o
S.R. 1~t59 ~ rr , ~ / 52 ~ t ~ O HE POINT OF CROSSING. A SE TI z; ~ WAT CON OF ~ o - i ~ 11. CITY OF DURHAM CODE REQUIRES PRESSURE REDUCING ER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING. W t`
~ / $ ~ ~ a . p . - - ~ ~ i VALVES BE INST W ' H ~ ALLED FOR ALL SERVICES WITH A STATIC
I' 53 I ~ ~ ~ / 97 - r I / I 57 ~ / 10 ~ I WATER PRES CROSSING A SEWER LINE OVER 0 ~ • ~ SURE GREATER THAN 80 PSI. R UNDER A STORM DRAIN. WHENEVER ~ 1 16 ~ ~ IT IS NECESSARY FOR A SEWER LINE TO CROSS A ~ ~ ~ ~
i >r.a corn ; ~ , 54 I I ~ ~ I °s, i ~ STORM DRAIN PIPE ~ 1 12. WATER METERS SHALL BE LOCATED JUST INSIDE THE THE SEWER LINE SHALL BE (AID AT SUCH AN ~ ~ ~ ~
lV~79 151.J I I ~ ~ / r . E-~05Q972192 ~ ~ / 55 56 ~ ~ ~ ~ NEUSE RIVER / i ~ 1 I - - ` ~ ELEVATION THAT THE ~ A p I R/W LINE. IN CASES WHERE A SIDEWALK IS ALONG THE OUTSIDE OF THE SEWER LINE NEAREST TO THE OUTSIDE OF THE STORM W ~
r r,' $TR~ Qu I 1 R/W LINE, THE METER SHALL BE PLACED EITHER IN THE DRAIN PIPE SHALL MAINTAIN A 12 IN. CLEAR SEPERATION DISTANCE, OR ~ U 15 , ^ W
r PROPOSED 5 SIDEWALK ~ ~ ~ ~ 99 J , ! ~ , ' ;DETENTION- P4N0 0 ~I ~ 98 . ALONG LUMLEY ROAD FRONTAGE ~ O O SID ~ EWALK OR JUST OUTSIDE THE ROW LINE. THE SEWER LINE SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE OR ~ U~ 98 i ~ ENCASE IN W x
i t ~ ~ ~C ~ ~ ` ` ~ ~ ~ PUBLIC DRAINAGE - - , ; D EITHER CONCRETE OR DUCTILE IRON PIPE FOR AT LEAST ~ (~s"~ F DRAINAGE s 5 FT. ON EITHER SIDE OF THE CROSSING. ~ ~
~ 1 100 ~ EAS YEAR FLOOD PLAIN ~ EM -WIDTH ' ~ ' FLQODWAY,' ~ VARIES i ~ p -WIDTH t4 i~ ~ ~ ~
~ i r ~ ~ + ~ ~ v ~ O a
~ rry ~ ~ 1 ~ ~ ~ _ , ~ ~i
100' GREENWAY M ~ '1~.~i ~ ~ ~ EASE ENT a ~I ' ~ ~ 0 t ~ i y TO BE DEDICATED AT TIME OF / E 1• f t f~ ; x
FlNAL PLAT. HATCHED PORTION k- v ~ • 0 ~ ~ ~ ,t, r w o 13 w tV t ~i4 M " I I I~i~
r ~ OF EASEMENT ON CENTERPOINT ' PROPERTY TO THE WEST TO BE ~ ~ n ~ 1 3 ~ 8"X6 TEE 1 1? O ~ fY
i ~ x DE I ~ ~ ~ ~ PU C DRAT E D CATED PRIOR TO CERTIFICATE ~ / f 8 GATE VALVE IN r ! ; E VALVE BOX J ; ;Il t I
~ M T- wM.. OF OCCUPANCY AS DESCRIBED ON ~ ~ ~ - / 11 ~ W TH TH :t:. 6 GATE VALVE IN P O _ - ;lf~- t r t( t j A
~ SITE PLANS FOR DEVELOPMENT EXISTING -r ~ ~ ~ VARIES ~t VALVE BOX ~ , i , . li~ (f ~
l X, 1 ~ ~ ~ ' ~ ' : '
r
l 1 w eJ ~ ' N. G 7D COLIRDS ~ ~j44,33 ~ ~ l ~ ~ ~ J f ~ ~~g•13'11 E PU UC DRAT E 1 ° ' f
I ~ _ " N E 2,i 41,90.3.636 ~ ~ ; w S 4 ; ~ t a EMENT-WI TH ~ t
t r ` ~ t I ~ V IES , ~ !
.k ' ~ ~~'o t ~ a e c 7 6 ~ ao ~ O O PIJ1~.:IG ® J f . 1
~ s QRANiAGE EASEMEb O !!WAGE EASEMENT ~ ~ o f ,2~ ~ ~ ~ T ` 12 11 0 ~ r
~ 1 a ~ O k ~ O
~ e ~ ~V~ r t ~ ~ ~ G , ; ~ Dom, c R ~ ~ ~ '
PERENNU~t. STREA?IS~ . 4~, 6 ,I~ "
Cm' ~ ~ ~ ~ ~ ~ ~ ~ - r' 16"X8 TAPPING ~ ~ - t + J 1'j SLEEVE & VALVE
50' NEUSE STREAM A H ,1 ~ IN VALVE BOX ,r
BUFFER ON 3 PERENNIAL STREAMS . ~ I ~ ~ r
(TYPICAL) • ~ SAN ~ ~ SEWER ~ 0 MAN LE 1 ~'1 (TYP. ~
PHAS 1 1 J,
i~ ~ t I ~ i 3 l ' rj i
~I t I O ~ I ® ~ ,~r; ~ BORE & JACK UNDER ~ ~ / ~ r~ T.W. ALEXANDER FOR a+
PUB C DRAT GE-~ 1 ~ 8" W L CROSSING J /
ti ~ EAS ENT-W TH ~
, ~w VAR( S i , ~
` ~ ~ ~ ,f z
ITTILITY LF;G END ~ / ~ ~ ~
EXISTING 100' GREENWAY
EASEMENT DEDICATED ON a 12/6/00 AS PART OF a ' ~ r' ( L t'~ ; ~ ,r'i
Y ~ FIRE HYDRANT ASSEMBLY ~ I CE YA 0 LIGHTS NTERPOINT OFFICE /
t DEVELOPMENT PHASE 1. WETLANDS -J WETLANDS ~ , ~ ~ , ~ ~ APPROX. 1335 Q ~ ' , ~ FROM S.R. 1959 ~ 1
° SIAMESE CONNECTION (PB 151, PAGE 15 0 ~C LIG T POLE "CAUTION" TAPE , ~ ~ ~ 1 r . ~
Q WATER METER /
„r
N WA VA `V PO' ER POLE TER LVE z ~ ~."i
r- ~ ~ METER & VAULT N LIN BREAK SYMBOL ~ CITY OF DURHAM 6 ~
~ ~ ~ `f PUBLIC WORKS DEPAaTMENT
~ © BACKFLOW PREVENTER ~ WA ERLINE ~ ~ ,r,' -APPROVED - ~ ` 7 21 oL
0 3' MIN. REDUCER WA ER SERVICE IJNE ~ fr ENGINEERING DATE f
PLUG - ~ ~ STORM WATER DATE ~ ~ \
UTi ITY SLEEVE , Q1 3 r ~ ~ TRANSPORTATION DATE r~ /~4
~ c'Ni• BLOW-OF"F ASSEMBLY SAI ITARY SEWER R W LINE fr ff`~~ DATE ['8076CT Na ~~r ~1 ~ MIH-~01Q10
o „ LINE TABLE / _ ~~t oATE
SEI ER SERVICE LINE "CAUTION TAPE o , SANITARY SEWER MANHOLE „ ~ MIHOt Q1 Q-U LINE BEARING DISTANCE
_ -G-G- - - 24 C & G G G GA` LINE H L 1 S 774733" E 56.28, ? ~ .
~ • SEWER CLEAN-OUT ~ ~ L2 S 7740'35" E 50.69' I ~ ussicxau JMF
o OVI AHEAD UTILITY L3 S 76'1926" E 49.81'
L4 S 75'08 00E 49.04' uNp"x by. MRl
C) ` GREASE TRAP UE UE UNIERGROUNU ELECTRIC L L5 S 73'51'44" E 50.44' SCALE: L6 S 7234'05" E 57.30' 1„ - 100`
-T-T-T-T- TEI :PHONE UTILITY SERVICE BACKFILL DETAIL L7 S 49'28'00" E 41.28' DATE:
L SEWER FLOW DIRECTION EAR 1. WHEN INSTALLING UTILITY SERVICES, BACKFILL " ~MENT LINE L8 N 78'33 25" W 35.87' L9 S 70'30'15" E 35.87' 3~27~~2
ME ARROW - - THE TRENCH AND COMPACT UP TO 1 8M COVER. GRAPHIC SCALE
THEN LINE THE PERIMETER OF THE TRENCH WITH - CAUTION TAPE. BACKFILL THE REMAINING PORTION CURVE TABLE 100 0 50 100 200 9f1EET No. 1 11 11 1 11 j CURVE DELTA RADIUS ARC CHORD TANGENT CHORD BRG
OF THE TRENCH. C-4 Cl 28'00'03" 1085.92' 530.70' 525.43' 270.76' N 61'13'14" W
X 1 inch = 100 ft. FILE CE
_ MM CADAMS FINAL DESIGN NOT RELEASED FOR CONSTRUCTION
Pon

_
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F' x ~ ry ' ` CENTER OF
r ~V ~ . 1 " BLOWOFF STA. 9+29. ASSEMBLY (TYP. \ ~
JB D1 CI D2 CI D3
~ RIM= - - ~ ~ 368.50 T/C-369.70 T/C-369.15 ~ ~ ~ INV. IN=366.10 INV, IN=365.70 INV. OUT=366,25 Q, ~ ~ ~ SSMH, STA. 9+29.39 ~
INV.OUT=366.10 INV.IN=365.70 I
' ~ INV. OUT=365.70 I O ~
h ~ t
I 1
~ ~ I~ - 1 ~ 5 CONCRETE Z~• Z~ • 1
) [ SIDEWALK (TYP. ~ SA~~ f ) ^ . 0 o y kg3 ~
ff VQ t ,.+v. d ~ PT
€ ~ Q / SAG o U
f ~ 51 - 0 PUBLIC R ~ ~ \ ~ M
• ~e ' ~ SSMH, STA. 8+37 _ W ,
12"x8" TAPPING ~ ~ , SLEEVE & VALVE ~ 1+00`"'"~--"- 10 x70 SIGHT Q W
~ - - _ $ DIP W~~'"~' TRIANGLE (TYP.) +0 ~ ; ~ - 2+00 ~ ~ \ PC , +6 0.19
~ } m ' - a
€ M - I I m ~ ~1>) ~1 r w
PUBUC STORM u, ¦ 1 DRNNAGE EASEME BUC STORM Fl 1 M NNAGE EASEME RE HYDRANT 1 SAN. SEW. SERVICE (TYP.) CI 83 CI B4 CI 65
~ ~ ~fl + 0 wIOTH vaRlEs a . [ 1TH VARIES ASSEMBLY (TYP.) o ~ WATER METER TYP. STA. 3+72.81 STA. 5+87.82, LT. STA. 5+87.82, RT.
~ r ~~i~i ( ) T C=373.90 - - r__ / T/C-369.95 T/C-369.95 o PUBLIC STORM = 8+03 INV. IN=370.32 INV. IN=366.28 INV. OUT=366.50
I ~ 4x ~ O ~ ' 00 42 LF 15" R P " ~ DRAINAGE EASEMENT •4 + 22 LF 15 RCP INV. OUT=370.22 INV. IN=366.28 15 RCPT. ro WIDTH VARIES ®1.OOX ' ' INV. OUT=366.18
~ + ~ ~ < IX ~ 18 PUBLIC STORM
~ N ~ h o vi ~ 214 LF 15" RCP DRAINAGE EASEMENT
I ~ ~ p ®1.84x 1 CI 86 CI B7 CI B8 ~ STA. 6+93.00 STA. 7+78.24, LT. STA. 7+84.57
~ ~ PREFORME~ ~ Mx \ ~ u ~ I ~ ) SCOUR I a 4 ti Q~' u o " v T/C=366.49 T/C=365.29 T/C=365.30 ti ~7 74 LF 15 RCP - _
~ ~ I SSMH, STA. 3+05.33 6' RT. \ a ~ ~ ~ HOLE ~ A ~ \ INV. IN-263.00 INV. IN-361.80 INV, OUT=3 1 \ 4 G ~ ~ 6 .85 E 0 1.55X ~ FES INV. OUT=362.95 INV I = ¢Q~ U' + 9? ~ _ 1 N 361.80
~ ~ a ~ ~ ~ 8 W/L TEE ~ I 8" G.V. \ p S ~ 0 (F ~ INV.-360.46 y INV.0UT=361.70 li 97 LF 15 RCP
5 CONCRETE ~ ~ z 6 G.V. ' ~ B OJp BLI ~B" ~ ~ C 0 3.28X ~ ~ RC ~ E ~ p 6 ~
SIDEWALK ALONG ~ ~ j ~ I " " OlA Q ~ ~ ~ ~ ~ CI 69 W~l ~ ~ DO STA. 7+78.24, RT.
LUMLEY ROAD ~ ~ ~ 8x6 REDUCER u ~ ~ 1 FRONTAGE ~ ~ ~ , ' ~ ~ ~ T C=365.27 ~ ~ /
( ~ , ~ ~ STA. 3+23.99 SAGE USH LANE ~ SSMH STA. 7 \ ~ ~ ~ INV. IN=361.48 ` +57, 6 RT. ~ • . ~ ~ INV. OUT=361.38
~ ~ ~ ~ ~ , -STA. 0+00 CEDAR GROVE DRNE 22 LF 15 RCPT 15" RCP ~
' ~ ~ ~ r I TEMPORARY 1 BLOW )OX ~ ~ ~
„w-~--" ~ ? , ~ I ~ OFF ASSEMBLY ~ ~
y ~ ~ ~ ~ ~ SSMH STA . s~ ! SSMH, STA. 6+16, 6' RT. _ _ _ \0~ NCDOT 6a IA. CLASS "B" RIP RAP ~
~ ~ a ~y~~ ~ V 9 Lx6 Wx22 ICK ~ 25 B-B ~
~ ! SSMH, STA. 6+89.30 6' RT. \ to ~ NOTE:
1 ~ . ~ POLAR I ~ COORDINATES REFERENCE
" „ate ~ ~ „i`.a n'~ ~ ~a ~ ~ • a.. ~ &av. ~ ' ' ~ 30 PUBLIC SANITARY ~ ~ CENTER OF CUL-DE-SAC
a a i~\ 1 SEWER EAS MENT 7
390 ,
-
390 TBM _ _ R/W DISC
N=790175.318
- _ x._~. - - - - E=2049967.148 ELEV.=356.82
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3+00 4+00 5+00 0 6+00 7+00 8+00
0 9+00 10+00
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H 6 , OWNE FINAL DESIGN -NOT RELEASED FOR CONSTRUCTION
~ ~ I~~f11 R1TT T'1 T11 ~ - _ _ :.111111... P~~':NO. :
0 5 5 R
THE U11 1 V p` \\A CA MIH-01010 ' H. McADAMS N o PER DURHAM 22-02 M /I SCHOTTEN M Ho1o1o PPS SHEET NO. C-5
; o si STEIN , COMPANY INC. Z DFSIG?flM BY:
3 ROAD REALIGNMENT PER CLIENT -11-02 a BAS HOMES INC. DRAWN $Y: SA 4L - PLAN & PROFILE ALEXANDER
ENGINEERS PLANNE 2 PER DURHAM'.. - / RS/SURVEYORS 46 KAS 10-02 4020 ~YESTCHASE BOULEVARD, SUITE 190 soxlz. SCAM
» 1 PER DURHAM RESEARCH TRIANGLE P 1 = 40 SAG 5-15-04 RALIIGH, NORTH CAROLINA 27607 ARK, NC ~INuser, SCAM: SAGEBRUSH LANE STA. 0+00 TO STA. 9+29.39
o , P.O. BOX .14005 ZIP 27709-4005 • q ~ 1 _ 4 CROSSING JiMcADAMS
REVISIONS DATE X [phone] DAM PRPT DATE:
~r oy 3-27-02 DURHAM, NORTH CAROLINA

~ -
~ ~ DQVE~U! , PUBLIC STORM f ~ 40' PU ~ •o DRAINAGE EASEM NT ~
BLIC R/w i WIDTH VARIES ~ ~ \ ~
~ 8"x4" W/L TEE ~ 93 LF 18" SS H y " CP H ~ \ I \ IY ~ s+ . ~ \ I r
~ 1 8 G.V. p ~ A 6+ i 0.97% " w ~ ~ ~ ~ 4 G.V. i I ~ 76 LF, 16 SPAN x5 RI ~1 r
31 LF 18 R I ~ i N ~ =STA. 0+00 WHITE DOVE ROAD N b ®1.29X ~ I ~ \ ~ CON/SPAN BRIDGE (69' KEW) j
STA. 5 ~ +33.98 CEDAR GROVE DRIVE i PUBLIC STORM ~ I (STRUCTURAL DESIGN 0 BRIDGE I I BY OTHERS). MAX E OF TOP / ~
DRANAGE EASEMEN~ ' . I i ~ OF CON/SPAN ARCH= 65.00
v WIDTH VARI 1 10x70 SIGHT ~ ES TRIANGLE (TYP.) i I I I I I CI A6 CI A7 ~ I BRIDGE = STA 6+9P.78 STA. 5+65.80, LT. STA. 5+65.80 RT.
CI 81 CI Al CI A2 ~ 11
STA. 0+ F5.21 STA. 3+ ~ 117 LF 15" R P - - ~ 82.96, RT. STA.-3+82.96, r. C , ~ - I T/C-37.-,55 T/C=371.67 T/C-371.67 ®2.07 I 223 LF 18" RCP / T/C=368.50 T/C=368.50 I o I INV. IN=364.10 A14) INV. IN=363.60 ° 0 2.87X INV. IN=364.10 A5 INV. OUT=3
INV. OU1=371,15 INV. OUT=368.50 INV, IN=368.10 I I 63.50 I I INV. OUT=364.00
INV. - ~ 1 OUT-368.0 ,1 5k00 / 5 CONCRETE I 5' CONCRETE /
® CI 82 CI A3 ~ 1 SID ALK (TYP.) I SIDEWALK (TYP. I
1 25 LF ~ STA. 0*.34.52 STA. 4+99.48, LT. " I A11 CI A12 I . 8+72.17, RT STA. 9+41.17, RT
T 0373.05 - 30" ROLL CURB ~ 18 RCP N T/C-368.96 ~ p 6~` ~ o, ~ AND GUTTER (TYP.) ~ X INV. IN=370.84 INV, IN=365.60 q ~n, 6 8x8» W/L TEE ~ ~ T/C=378.35 T C=382.5 O/p (2)8 G.V. W/ BOX N / 8
I~IV OU 370.74 INV. OUT-365.50 FIRE HYDRANT 4kg0,a3oe x ~ W 'w ~ INV. IN=372.10 A10 INV. OUT=379.00 x ~ ~ INV. IN=374.00 A12
ASSEMBLY (TYP.) . ~ ~ ~ ~ FES I INV. OUT=372.00 ~ T 1
SSMH, STA. 5+29.31 ~ I~•=362.00 1 ' ~ ~ , ; ( ~ I ~ ~ ? 00 =STA. 0+00 BEA R a' I / ,c8 CREEK LANE
o• I ~ ? ( Q ~ ~ 18 PUBLIC STORM ` ~ ~ ~ STA. 9+06.69 C 4' I AR GROVE DRIVE CI A13 CI A14
1"' DRAT ~ Q ~ NAGE EASEMENT ` w ~ ~ • ~ 69 LF 15" RCP I ~ ~ STA. 8+72.17, LT STA. 6+52.5 ~ ~ 0 7.258 / T - 9, LT
. ~ko 1 ~ I ~ ~ ~ ~ 31 LF 15" RCP NCDOT i " " " ~ S l QQ ® ~ 3 DIA. CLASS B RIP RAP ~ ~ ~ ~ M /C 378.35 T/C=369.29 ~ , i 30 LF 15 RCP INV. IN=371.60 INV. IN=365.10
l~ ~ 1.29X 12 Lx7 Wx22 THICK t ~ ~ ~ ~ ~ .,Y 1 c _ I 0 1.33X ~ INV. OUT-371.50 INV. OUT=365.00
o'~ g o~ - v Q,, 4 1 ~ ~ ~ ~ i I SSMH, STA. 7+52.81 1 0 .z,~ so~ GD
~,C ,ti o J < ` ~ 5 SAN. SEW. SE ~ - RVICE TY . 1 , ~ .,p~ f U~), 1' ~l
Sp, 4~ ~ p0 ~ ' ~ ~ 1 WATER METER TYP. k ( ) 4 ~ N dp Vl '~i
~ ! 2 1 I ~ 1 ~ 1 ~ N ~ 4 2 8• ~ I , CITY OF DURHAM 11 1 , a I
~ f~ ~RR / ~ I ~ PUBLIC STORM 1 Ip W TEMPORARY BLOW- PUBLIC WORKS DEPARTMENT ~ W
v" r ~ r k 1 II ~ DRAINAGE EASEMENT Z 0 OFF ASSEMBLY -APPROVED - ~ ~ WIDTH VARIES '~.LO 0x0
~ ~ I I I ~ o' gFx AIR RELEASE ALVE / ENGINEERING DATE _
30 PUBLIC SAN. ~ ~ ~ 1 S ER EASEMENT ~ ~ it i EXISTING SSMH ~ 0
~ r 1 1 ~ STA. 7+23.33, 23.13' RT 0 TORM WATER DATE _ _TAN S MAIN TO BE ~i FIRE HYDRANT ~ AT
\ ~ .~x SSMH, STA. 1+51.54 3 i C ~ 1 ~ ~ mRANSPORTATION D E _ ~ I '~~N ~ ~ 6l'ZL+O = ld ASSEMBLY (TYP. ~ X
- V c~ 1 1 T/ I ~ I ~ LINE IS CONSTRUCTED U \ ~ DATE - t W 3 ~ ti j I i AND IN SERVICE , p0 m
~ 1 ~ tP k r Q\Q ~ s~ ~ 1 ~ o ~ ~ ! ~ DATE -
x i ~ Y ~ y y 1 I I Q, I + SAN. SEW. SERVICE TYP. ~ i ~ ~ o I ( )
~ 31 LF 1, RCP ~ r / ®1.001 ~ ~ ~ I r (Z'i• I ° I WATER METER (TYP.) SSMH, STA. 10+29.33 ` 1 W~ I I
d i 8" W L TE E - \k ~ T~ ~ ~ - ~ ~ I
" / ~ \ 8 G.V. \k iCp ~ - I l Qi I
8"X6' REDUCER " I~ 6 G V. ~ _ r W . , r `
i 1 I ~ ~ i ~ ~ SSMH, STA. 11+34.33 ~ ~
~ I o, _ 1 I ~ h
-STA. 0+00 CEDAR GR 131VE _ i. STA. 4+41.78 SAGEBRUS .~E ~ ~ i ~ I .~+o I m ,w ~ TBM ~ ~ ~ a N I ~ R/W DISC
~ .4--~ Ir ~ I ~ r $ N=79017 ~ ~ I~ y~' 5.318
E=2049967.148 \ ~ ~ - R ~ Q ELEY.-356.82
_ _ _ - - SEE SHEET C-1
- - - - - - -
- -1 - _ - - _ - _ _ -
- - _ - - - - - - - _ _ _
- _ _ - - - - - ~T 11 0 _ - - - - - D0 _
_ - - - - _a , _ _ _ _ - _ - - _ - r. - - _ - -
_I _ - - _ _ - - - 390. - - _ - M - - - M _ - - - -
- ~ - - _ ~ ,.1 - - - - - _ . - - - - - - - - - - - _ N _ _ ~ ~ ~
- - - - - - - - ~ _ _ - - - - _ , - - _ _ - _ _ - - - - - - - tD - - - _ ~ - 390' n - .
_ ' ~ P14 - - - - - - R - - - - - _ , - ~ - _ - - - _ _ _ _ L - - - -r _ - - - _ N M - -
- _ _ - - - - - - - - _ - - - - - - _ - T,
- - ~ T W - _ - - - _ - - - - - - - - U V - - - - - _ - - _ - - - _ - = =p- - -
- - - - - - - - - _ - 7 _ ~ -
_ - - - _ _ - _ - rn ~ _ -
_ ~ 3 :59 _ _ - _ - ~:N- - - oo_ _2 - _ - _
- - i - C . _ - - - - r. - p - _
- - - - _ _ • - - r - - _ - - - - - - - - _ - - _ - 3 -

- - - - - - - - - - - - - _ - - _ - - - _ - t- • - _
- - -1 - 380 - - - _ _ - - - - _ - - - - - _ - - . - 'Y -
- - - ~ - - _ - - _ - - - _ _ - 1_ _ _
- - ~ - - _ _ - _ o - - - _ _ 380
M - , - - - - _ - _ - - - - -
- - - - - _ - ~ - _ - -
- - -
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.
- - - - - / -
_ - _ a_ - - ! y. - - _ - _
_ - - - -
- - _ _ _ - - _ - _ i ' - - _ - _ - , - - - - - .
- - - - _ - - -
370 I _ .
- - _ - - _ _ _ ~ _ - - - - - _ -
- - _ - - - - - - - - - - - 370
_ - _
- - - - - - - - - - - • - - -
J WW - _ - , - F~ - _ - - - -
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_ - - - - - _ _ - - - - - - _ J- - N- - - -
_ _ _ - - - - - _ _ j¢ - - - _ - - u> - h - -
_ , _ - - - - - - - - - _ - -
- _ - _ - - 0+00 1 +00 ? i - - - - - - - - - -
_ _ - - - _ I 360 , - - - _ - - - - - - f
- - - - - - - . - _ - 4 _ _
- - - _ _ _ _ - - _ - - 4? r _ - _ -io - - _ - - - - 360
n gAFR - - _ _ - - - - - - - - a
Y - -
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v -F- - _ _ _ - - -
n 4?, - _ - - - - - _ - - lqp _ _
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~ ~ ` ~ 350 _ - _ - - - - - -
- - - _ ~ Ox r ~ iN ~ ~ ~ - - - - - - - - - -
~ rn ~ 3 Q , ~ ~ ~ i[1 I~ Nl c0 O r~ ~D O M P ~ N ~ N r ~ n \ M ~ r j i~ r n r n n O O1 Oi ~ ~ DD - - n ~ ~ - - - - - - - - - - - - - - - - - - - 350
'f M M ~F tp O ~ Q ~ ~ o~i a`~o ~ O M °n° ~ p ~ ~o O rn M N O O N
i iM ~ M M M M M M M ~ M M M ~ ~ 1 ~ 2+00 M ~ ~ ~ cep r N 'd ~ s0 Cp O N rn 00 N O ~ ~ .t n O M M M M M 1 j M I~ 1~ QJ a0 00 a~D a~0 0~0 00 uD ~ to tU ~j ~ M M M ~ M M M M M M M M M
3+00 4+00 5+00 6+00
7+00 8+00 9+00 10+00 11+00 12+00
L 6' s QWN~R: _ ~ ~ 3j,
a` r, ~~~IIW~ ~ ~ ~ :,r ~r FINAL DESIGN -NOT RELEASED FOR CONSTRi1CTI0N
V~19
+ iii..4 u -v.4 L 1 1V 1 111r 11 4~R ~ b Y SHEET NO. C_6
" 4 PER DURHAM 7-22-02 ml/l SCHQTTE L EIN INC =x: ~ o ~ MIN01 o1o~Pz -a NSr C-6 Afi PROFILE
~ P S " ROAD REALIGNMENT PER •COMPANY 3 CLIEI\T, ' oqw -Ai BGS 11-0 , HOMES INC. KAS P ALEXAN - - i DER
WE- ENGINEE P RS CANNERS SURVEXOR PER DURHAM -10-022 10 02 " 2 p DURHAM RESEARCH 1.x.4.
1 PER 2 Y. nr 4020 VESTCHASE BOULEVARD, SUITE 190 DU F -jex
TRIANGLE PARK, NC 5-15-02 02 RALI IGH, NORTH CAROLINA 27607 P.O. BOX 400 -r. ?N'+ k AMCADAMS , - ~ CEDAR GROW DRIVE SSA.: 0+40 TO . . STA.12+00 RO C SSING
SIP 27709 X005 P~ ° ; : ~ 4,. ,;a, REVISIONS DATE P. < ~r . b "a PRINT D TB:
919 361-5000 r. 4 ~~+taa~~ i s DURHAM, NORTH CAROLINA

CI C2 CI C3 C! C4 DI C5 CI C6
STA. 14+36.13, i STA. 14+36.13, RT S1 A. 15+59.41, RT STA. 16+70.86, 110' RT. STA. 16+70.45, RT
T/C=376.44 T/C=376.44 T/C=371.86 T/G=368.20 T C=369.00 CI C7 DI C8 CI C9 CI C10 CI C14 STA. 19+03,12, LT STA. 19+03.04, 112' RT. STA 19+03.12 RT STA. 20+16.88 RT CI C15
INV. IN=370.35 INV. IN=369.95 - - / INV. IN-368.38 INV. OUT-365.50 INV. IN=364.70 C4 INV. OUT=370.2E INV. OUT=369.85 INV. OUT=368.28 INV. IN=364.57 C5 STA. 21+69.33, LT STA. 21+69.33, RT T/C=365.23 T/G=365.50 T/C=365.23 T C=363.88 T C= _
INV. OUT=363.82 INV. OUT=361.73 INV. - / / 361.92 T/C 361.92 OUT-362.00 INV. IN=360.73 C6 INV. IN=359.28 INV. OUT=358.42 INV. IN=356.72 C13
INV. IN=361.42 C7 INV. OUi=358.18 INV. IN=358.12 C14 INV. IN=361.03 C8 INV. OUT=356.62
~ - INV. OUT=360,63
I PUBLIC STORM I ~ - DRAINAGE EASEMENT ~ i ~
WIDTH VARIES ~
~ 3 - - ~ I ' ~ ~ ~ ~ ~
~ a~ l v i I STA. 0+00 STIRRUP LANE _ ~ I ~ _ ~ - _ _
1 ~ N ~ ~ ~ Ga I I STA. 14+01.71 CEDAR GROVE DRIVE I ~ ~ z ~ ~ ~
as /v" J N ~..,i _ ~ 0
M M~O ~ ~ W W I - v. ~/1 ~jj I ,
R ~ 8"x6 W/L TEE ~ a I D 8 G.V. W BOX ~ SAN.. SEW. SERVICE (TYP.) E / ~ o I/1y~~~1 I tel.! I ~
GR s" c.v. w ' ~ ER METER (TYP.) R g~w BOX FIRE HYDRANT ~ ~ ~ a a I ti I /
DA, ~ E U ASSEMBLY TY 5p P ( P.) ~ ~ s- I ~ ~
1 o'x7o' slcHr ~ ' I , O ~ n 1
~ TRIANGLE TYP. " DIP W/ ~ ( ) a I
;a ----F-" " ,aa•1~
00 ~ ~ 8 SS ^ + - 8~ TE RARY- ,sops DIP W L 1" OW-OFF TE RARY 1" OW-OFF ~ FIRE HYDRANT I WATER METER (lYP.)
00+y h _ BLY TYI " m SMH, STA. 15+79. ( Y ASSEMBLY TYP. BL (TYP.) ( ) ~ SAN. SEW. SERVICEI (TYP.)
' /5 8 S 33 _ _ _ m i 8"x6" W/L TEE ~ o~
- i a I I 8" G.V. W/ BOX ~ " 5' CON ~ 6~ CI+, I 6 G.V. W BOX CRETE ~
O © 00. SSMH, STA. 13+24.02+ ~0~ D / ~ " AR I ~ 8 RO SIDEWALK (TYP.) ? ~ SS
' ~ 30 LF 15" RCP ' 5 CONCRETE 50' ~ ~ ~ E I o P D ~ SSMH STA. + ~ B R. 20 56.33, 7 RT 1, LIC R w ~ SS 0 y ,
SSMH, STA. 14+06. n _ _ ® 1.OOZ ~ ~ ~ SIDEW ii ~ ALK (TYP.) /W 31 F II I ox ~ UTFAI,j, , L 15 RCP " p ~ ~ C
~ 118 LF 15" RCP ~ ~0 O+~I " 0 1.OOX o " 30 LF 15 RCP * c,5 + 30 ROLL CURB ~ 1.OOX
o ~ r ~ 0 1.25X 30 ROLL CURB PUBLIC STORM i 6 'a' 8" D rv AND GUTTER TYP • ~ tiob IP W/L ( 1 ~ 30 PUBLIC SS
i `fix ~ AND GUTTER (TYP.) i ~ ~ DRAINAGE EASEMENT ~ ` 1 a WIDTH VARIES 00+g~ I - ~ ~ ~ EASEMENT
~ I \ s - x m ~ - - .
d ~ I I I o~~ I 00+ I 8 _~I- SSMH, STA. 23+21.42, 7' RT - ~
~ ~ I 30 R ~ 103 LF 15" RCP OLL CURB Oj W o i ®3.48x ~ AND GUTTER (TYP.) Z o p ZZ ~
H• ~ ~ SSMH, TA. 1 t (34.33 ~ • ~ SMH, STA. 17+84, ® - - 8" SS SSMH, STA. 21+90.33, 7' RT
A ~ ~ 232 LF 24" RCP ~ OO+Il ~ ~ FES C16
~ f~ ~ ~ 0 3,48X 114 LF 24 RCP ~ 1 STA. 22+24,06, 44 RT. 0 1.18X ' INV,=352.50
y~ H ~ ~ r:j W ~ , ~1 97 8 RCP ~ ~ " ~
/ ~ ~ I ~ 0 1,OOX 10x70 SIGHT " ~ ~ 67 LF 30 RCP I ~f-75' LEVEL SPREADER ~
/ ~ ~ I ~ as ~ a ~ I TRIANGLE (TYP,) 33 LF 24 RCP N ,ie~ FIRE HYDRANT 0 6.15X ? 0.5' DEEP a' I 0 1,21X ,~ti.~eN ASSEMBLY TYP, it 1 ( ) ~ ELEV. 252.00
/ I 5 _ 119 LF 30 RCP Q~ STA. 0+00 MUDCAT LANE = 1
/ 1 I 93 LF 15" RCP 1 0 .03X PHASE LINE " STA. 20+51.45 CEDAR GROVE DRIVE ~ ~
® 1.00 18' PUBLIC STORM 23 LF 30 RCP W 18 PUBLIC STORM 0 1.OOX ~ ~
DRANAGE EASEMENT ~ 1 / ~ \ ~ 1 J1 ! / V J z DRAINAGE EASEMENT ~ \ PUBLIC STORM ~ 18' PUBLIC STORM ~ ~ 65'Oe+p _ ~ DRAINAGE EASEMENT DRAT ~ ~ ~
~ C ~ WIDTH VARIES NAGE EASEMENT
~ V ~ ~ NCDOT 23" DIA. ¦ M
' ~ I _ ~ I CLASS 2 RIP RAP ~ 25 1 , ~ I Lx 2.5 Wx27 THICK ~
V ,~G ~ ~ - a I ? /
1 A. o
w

300 rn
Df SIGN SPEED = ~'d' MPH - ~ _ , - - _ - - - - - - _ _ _
- _ _ E _ _ - - - HIC H POINT ELEV = 386.5 - _ - - - - - - - - ~ -4 - - - _ - - HIGII POINT STA = 11+02. - - - - _ - _ _ _ - - - - 390
2 - _ - - - - - - - - - _:N - - PVI STA = 10+54.31 • , 1 - - - - - - - - - - - - - - - T
- - - _ - ~ _ PVI ELEV = 390.50 - ~ r - i _ ~ - _ E _ - - - _ - - -
2 - - - - - - . - - - - - - - - - - -10,51 - - -L - - - - - - _ _ _ - - - - _ - - - T -0 - UR A ' - w Dlsc - - - - I ~ M - _ _ N=790175,318
K = 31.39 - - - - , _ - _ - I _ _ _ - _ - - - - - - S ,DFp - - - - - _ ~`f`~,t P B I E=2049967.148 -
330.00' VC - - - - - - - - . - - - _ - _ - - - - - - ` P R VE = ELEV.=356.82 - - r~ - .
- - - - - - t - - ~ w - - - - - - - _ _ E GLN ER NG a~ SEE SHEET C 1 _ _ - - D TE
~ - - _ - - - - - - _ - - _
- - - - - - - - - - - - - - SOR = ATR - - D TE - - - - - - - - - T AN P _ I0 - _ _ 'p T .
- _ - ; - - _
- - - - - - - - - - - _ - _ - - - - - - - - - T -
- ~ - - - - - 380 - - - - - - - _ - - - - _ - - - - - - - - - _ _ - _ - T _ -
_--_i - _ _ - _ - _ - - - - - - _ _ - - _ - - -
- - _ - - - - - - - - _ - } - - - - - I _ - - - _ - - - - - 380
- - - - - - - - ~y - - - - - - - _ _ -.r_ - - - - _ -
- - - •
- - - _ - - - _ . -
_ _ _ - _ _
- - - - - - - - - ~ - -
- _ - ~
_ - -
- - - e - - - - - _ _ - _ MPH
- - z - - . _ _ _ _ _ _
_ - - - - MI - - . - - - _ - - 359.50 _ - - - - - - - _ _ _ - +04.66
370 - - - _ - - - - - - - - _ _ - - .31
- - -_.i - i- - - - - _ _ - - - - 00
-_.i -f.._ - - - - . - - - - - - _ _ - _ ~ . 370
1 ~ _ _ _ - ' ~..y-_ f _ _ _ - _ a_ - i i t , - _ - .
I ' _ i - 1 - - -
I I ~ - _ - - - - - _ I- - _ - - _ - - ~ -
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_ - • _ - - - - _ -r_, , _ _ - _ _ _ - - - _ - - (A - - ~ r - _ - - _ -
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_ - - - - - - - - - - a - - - t - ~ _ . - - .f ~ _ - - - - - - - - - ~ - ll
- . - - - - - - -
_ _ - _ - - - - _ , _ _ _ - _ - z - - - - _ - IInn
_ - - - - - 360 - _ - - - - - - - - - - -
_ - - - z _ _ _ _ _ _
-3 _ - - - _ _ - - _ - - - - _ - - - 360
--t - , - _ - - -
- - - _ - - Q - - _ _ - - _ _ _ _
- _ _ I.- - - _ _ _ _ - - _ - I _ - - _ - -
O - f 4.-- _ _
- I__ - -
-1 - r.-... _ - - _ - ti - . - - _ - ~ _f - - - - - - -
~n - _ - - Q - - - - - _ - -
_ I - - - _ - - - _ - - - _ ti - - - _ _ - I - _ _ - - -
~ - - _ - - _ - - _ _ - - _ '
~ti - - - _ - - - ~ _ - Q - - •
~ - f - - _ _ _ 350 -
- - - _ - - - _ - - - - o ~ N N ~ o r a ro - - •d ~ N ~ _ - - - .
~ d ~ fV O rn QO ~ r n ~ O O ~ ~ ~ N O N N N N ~ K - ~ - _ - - - - - - - _ _ - - - 350 - -
O M M M 00 oD r r n n n ~ N 01 OD r N O) tp O I~ d 3 ~ M ~ M M M M ~ i j ~ c0 r0 tn0 ~ ~ ~ N ~f r ~ ~ OMO N N ~F ~ N pj ~ .f O M 0 ~ ~ ~ i Z N t0 c0 t0 O of
o ~ M M M M M M M M w 1200 13+00 0> f0 M M M M M tMp ~ M N N O ~ O n N
14+00 15+00 16+00 17+00 18+00 ~ ~ ~ M M ~ ~ O tp ~ ~ ~ 17 M ~ M M M
19+00 20+00 21 +00 = 22+00 23+00 ~4+00
0 INV. OUT=348.00
g
OWNER. _ FINAL DESIGN -NOT RELEASED FOR CONSTRiICTION
5 - Tub T(1~-TAT. ~ ~A., A Tl A 11,fC'~: - _ ~ F ~ ~ . ILIH--01t7117 ~i s _ ~
iiir u v111~ 1~ lYll:tiL?L-~lVl ~N;GAR , SHEET NO. p 1 , ' - r: yr tk
~ PER DURHAM -zz-oz N I _SCHOT COMPANY, ' ~~Ho~Q1a-pP2 TENSTEIN ss #
- 3 AD REALIGNMENT PER CLIEIlT 7-11-Q2 HOMES,' rDl 8GS { INC. _ ALEXAN & PROFILE
ENGINEERS PLANNERS S V HYt 2 PER DURHAM _ / UR EYORS KAS DER -Jlti
402p NESTCHASE BOII,EVARD, SUITE °190 ~a a
E URHAM - RAL ,IGH RESEARCH TRIANGLE PARK NC 5 5 Q2 NORTH C AROLINA 27607 JiMeADAMS CEDAR GROVE DRIVE SfA.12+00 TO STA. 2+00 RO
P,O. BOX _ :INZIP27709 4005 REVISIONS DATE C SSING • PR[NT DATE: `
( PAt, loss Al AS& 19) 361 5000 r. 2 02' DURHAM, NORTH CAROLINA

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I AS CI A9 CI A10 NOTE: CI C1 DI 17 CI C18 X18 ~ CI C11 CI C12 CI C13 CI C19
TA. 1+69.50, 45' LT STA. 1+30.21, LT STA. 1+30.21, RT POLAR COORDINATES REFERENCE STA. 1+50, RT T/G=380.00 STA. 0+92, RT. CI C20 . 0+92, RT. STA 1+86,36, RT STA 0+38.59, RT STA 0+38.59, LT STA. 3+18.18, RT STA 0+46,59, RT
/G=377.80 T/C=377.96 T/C=377.96 CENTER OF CUL-DE-SAC T/C=375.64 INV. OUT=377.00 T C=376.74 / 1V. OUT=374.87 INV IN= - - _ 374.37 INV. IN-374.04 INV. OUT-372.14 ~ INV. IN-372.73 C17 =376.74 T/C-364.93 T/C=363.46 T/C=363.46 T/C=366.25 T C=363.54
INV. OUT=374.27 INV. OUT=373.94 0 ~ INV. IN=371.26 C1) IN-372.73 C17 INV. IN=361.24 INV. IN=359.71 - - / - ) C11 INV.IN-358.05 INV.OUT-362.55 INV.IN=359.78 IN-371.26 C1) INV. OUT=361.14 INV. IN=358.7 C10 INV. OUT=357.95 INV. OUT=259.68
~ ~ v i ~ ° INV. OUT=371.1fi OUT=371,16 \ INV. OUT=358.28 ,
~ ~ ~ i / ~ , t~ e 1 / ~ I ~7~\
~~yy,, 8"xE" W/L TEE ~ a '1.1 (2)A" G.V. W/ BOX ~ v
J ti~ b . ~
~ Q ~ I 18' PUBLIC STORM ~ ~ ~ ~ I DRAINAGE EMENT STORM ~ , ~ EMENT 1 •1 ~
. . ~ I I ~ 119 LF 30" RCP t I
C ~ v o~' W ~ r 1 I ~ o ~ ( ) ~ . i \ x TER METER TYP. I I ®1.03X 1 I
0 k SAN. S SERVICE (TYP.) N ~ I I PUBLIC STORM I
' 2 "V i DRAINAGE EASEMENT I
~ F 2E HYDRANT cENrER of sac i pT = 158 LF 15" RCP i A SEM Y / 13+30.47 WIDTH VARIES I I SSMH, STA. 1+43.04 6' LT I
BL (TYP.) ~ STA. 3+93.04 0 2.70.X -10'x70' SIGHT ~ ~ =STA. 0+00 STIR P E ~ FIRE HYDRANT
TRIANGLE (TYP.) SSMH, STA. 3+93.04 ~ STA. 14+67.38 C G OVE DRIVE ~ ~ ASSEMBLY (TYP.) i
~ i M UD CA > T 1
ti° OD SSMH, STA 0+00 SSMH STA 1+ ' ~ ~ 6 RT ~ 50, 6 RT o ~ 6' RT k SSMH, STA 0+07 _ - - - 4U P N ~ , _ - UB ~G SSMH, STA. 3+84.54 6 LT ° LIC R ,
xo r 0~ 1 I N SUPERELEVATION 2X 1 ~ a I 0 23 LF 30 RCP - - ~ " ®1.OOX
~ n STIRRUP E 3c 30 ROLL CURB 0 - _ 2 00 ~ - -
~'4 ~ ~ ~ A I ~ An n, 18 PUBLIC STORM T\~ - - ~ 40 PUBLI / AND GUTTER (TYP.) 1 1 - " (P R~l95. 0 \
.o sF ~ DRANAGE EASEMENT ~x " - 1 s`,~8 ~ Ao o ~ 1 " BLOW-OFF ° 6" DI 6" 1 ~ 1 DIP ~
~ ~ ~ SA tib ~ W ° PWL \oo.o~ ~ ~ ~ ~y ~ ~ ASSEMBLY ~ + m N41'24_40'W ~ . _ _ _ 1~s.1a~ - SS _ _ " ~ , B 59 ~ ~
~ o + 33 LF 24 RCP x ~ _ _ ® 1.21 X ~ - -
~ ;g~ ,b ~ " N 30" ROLL UR O~Q ~ ~ - " - s~~ r f O 50 .F 15 RCP C B ~ ~ ~ 1® ~ 0~ ® .00~ w AND GUTTER (TYP. ~ A \ CENTER OF SAC k52.26 143 LF 15" RCP ~ 1 w N
sra 1+5o.oa C , 20 2 ®1.03X 11 P i 11 N s.~a
,sossl 8"x6" REDUCER 1" BLOW-OFF ° P o I
4, ~ m W ~ ASSEMBLY 1 ~ UBLIC STORM U FIRE HYDRANT ° DRAINAGE EASEMENT W ASSEMBLY (TYP.) CENTER OF SAC
125 LF ? 'RCP 1 8: ~ 0 x FIRE HYDRANT 0 Oa 81 LF 5 RCP D o ASSEMBLY TYP. ®1.03% 't W oo ( ) r'7 ~ ~ ®1.00 ^ WIDTH VARIES `0 ~ sra 3+ea.5a, * ' l ` I ~ 13.96 RT.
~ o ~ ~ ~a o . " f --~oc , ~ ~ " ~ 8"x6 W/L TEE 131 LF 15" RCP I " ~ LF 15 RCP I
PUBLII STORM ~ 8 G.V. W/ BOX " ~ ~ 1 ~ " WATER MI 8"x6 W/L TEE ~ 2.OOX I ~ 1.OOX 0" ROLL CURB WATER METER ( 8 G.V. W/ BOX ~ I IAND GUTT 1 BLOW-OFF
DRNNiGE EASEMENT 23 LF 15 RCP N 6 G.V. W/ BOX 88 LF 15 RCP ~ ~ a SAN. SEW I WIDTH VARIES ®1.00% FIRE HYDRANT 0 1.00 SE ~ I ER (TYP.) ASSEMBLY SAN. SEW. SERVICE (TYP. \ 6" G.V. W/ BOX + ~ ~ I
- - SSMH, STA. 2+90.14 n di 3 ~ ~ O,
=STA. 0+00 BEAVE CREEK l wE BEAVER C EEK i a ASSEMBLY TYP.) PUB C STORM LANE STA. 9+0.69 CED R GROVE DRIVE 40' ~ W ° DRN AGE EASEMENT STA 0+00 ~ WATER METER TYP.
r PU LIC R/W \ , m WIDT VARIES MUDCAT LANE f b ~ ~ ) 1 x7 =STA 21+17.14 ~ l ~ 0 0 SIGHT .SEW. SERVICE P.)
r \N PC=14+4.7 n r~, ~ ~ TRIANGLE (TYP, CEDAR GROVE DRI ~
' \ CORE & BOOT EXIS111N ~ 1 G ~ 1 ~ ~ I SSMH FOR SERVICE CONNi ~TION ~ 10x70' SIGHT ~ I ~ - C~
1 30 SAN. N 1 ~ I TRIANGLE TYP. I I ~ ~ ~
~ 1 SEWER ~ ~d ~ 5 CONCRETE ~ , I
~ EASEMENT ~ ~ i . _ _ _ 1 5' CONCRETE 1 SIDEWALK (TYP.) ~ / I I 1 f,~
N ~ SIDEWALK (TYP.) ~ ~ / I
- ~ ~ G 1 .1 a''. ~ ~ V ~ Jl J
i~
r 1 ~ , 0 18' PUBLIC STORM DRAINAGE EASEMENT i~
~ ~ ~ - 1
• NOTE: 1 , NOTE:
POLAR COORDIN POLAR COORDINATES REFERENCE NOTE:
CENTER OF CUL CENTER OF CUL-DE-SAC POLAR COORDINATES REFERENCE CENTER OF CUL-DE-SAC
400 - 400 390 _ 390 380 TBM
380 R/W Dlsc
- - - - - - - - - _ - - _ _ - - - _ N=790175.318 - - E=2049967.14E
_ - E - - - - _ - - - _ _ - _ _ _ _ - _ - r 1 - - ELEV,=356.82 - - - -
_ - - - _ _ SEE SHEET C-~
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ROAD RE ALIGNMENT PER CLII NT -11- HOMES INC.
If'AS=# ENGINES S/PLANNERS SURvYO S 2 42 2 PER DURHAM -1Q-
4020 WSTCHASE BOULEVARD SUITE 19 . 0 S_4Q 1 PER DURHAM 5-15-102 RA) SIGH NORTH CAROLI RE ARCH TRIANGLE PARK, NC F, m: SeC ROSSING JiMcADAMS B VER CREEK I.ANE'STA. 0+00 TO STA. 3+83.04
NA 27607 P.O. BOX 14005 IP 27709-4005 9 ~ i J S~iJ~ ~ANE ST11» O+QQTO Ste. 1+50 ` pwff AI'
,iEVISIONS DATE [phone] n pm-IT 021 WT ~ STA. 3~89~54 DURHAM, NORTH CAROLINA
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11 02 42 m KAS ~ 4020 ffESTCHASE BOULEVARD, SUITE 190 P , DURHA LL
1 PER M , , - 5-15-0 RAL: JGH, NORTH CAROLINA RESEARCH TRIANGLE PARK, NG 40~ , _ 27607 G ADAM Qty' IQ'PQ STA. 2+77-34
P.O BO$ 1 005 ` ,ri !N _ - ~ _ ZIP`:.27709-4005 R EVISION DATE RO C SSING 1,
(A19) 361-500Q PEDYT DATE:
1,77,77 Dom, NORTH CAR OLINA

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EXISTING 60 CMP 4" SOLID - ~ ~ ~ ~ ~ - ~ CENTER u~ \ ~ 4" SOLID YELLOW LU EDGE LINES G», M LEY CENTER LINES RO
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OF EXISTING PAVEMENT MARKINGS ~ t ~ '''t + ACCORDANCE WITH NCDOT SPEGFlCAl10NS ~
f ` W x a ~ ~ ~ 2. ALL PAVEMENT .,,,,,,`V.,~~ ~ ~ ~ I MARKING LAYOUT & DIMENSIONS SHALL BE
r IADJUST MANH ~ ~ 4" YELLOW SKIP LINES '"-""°"""~~~~.~.w._.~, _ N ACCORDANCE WITH NCDOT STANDARD SPECIFlCATIONS i~i,n~,,, ,
_ .r OLE COVERS - - ~ , TO MATCH PROPOSED PAVEMENT . " ~ ~ ~ (DRAIMNG 1205.02 - SHT. 1 TWO LANE TWO-WAY ROADWAY ° ~ WITH TWO-WAY LEFT TURN LAN
ti a~,, E, 1205.01 SHTS. 1 & 2 LINE . P Sti N - WHITE TURN ARROWS ~ TYPES & OFFSET'S, 1205.08 - SHT. 1 ARROW SYMBOLS ' ~a ~
/ TG=369.00 ~ ~ 3. TH , ~ p d~ E LOCATION OF EXISTING UTILITIES SHOWN ON THESE PLANS = ~ ~ N ~ '
~ ys` tip. e ~ , ~ ~a INV. OUT=366.70 " ARE BASED ON FIELD LOCATIONS AND THE BET = Q ~ S AVAILABLE : U z c
~ 10'x7p' (;SIT=T~IANGt.E ! RECORDS. IT IS THE UTILITY CONTRACTORS RESPONSIBILI ' C~ 10'x70' SIGHT TRIANGLE OC T10NS PRIOR TO BEGINNING ~
PROPOSED 5 SIDEWALK ~ w FIELD VERIFY ACTUAL L A TY TO ; y REPORT ANY DISCREPANCIE T CONSTRUCTION. S 0 THE ENGINEER. d~
ALONG l UMLEY ~ ~-D2 ~ ~ ROAD-, 40 LF 15" RCP ~ 1.509; ,
FRONTAGE ~ T~C~~6~,70:~~ ' INV. ~ ~~6a,70 ~ ~ JB-O1 y~`t`~ I I 4. ANY UT1LIilES DAMAGED DURING CONSTRUCTION SHALL BE l "
. ~ IN IN~365.'7a ~ RIM=368.50 I I REPAIRED BY THE CONTRACTOR AT HIS EXPENSE. REPORT AN INV. IN=366.10 Y
B5,7Q. / ~ U INV. OUT=366.10 I CONFLICTS BETWEEN EXISTING AND PROPOSED U1ILITIES TO
IN 65.OQ ! THE ENgNEER. a 44 F I A L 15 RCP ®0.91 ~ x
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VARIES 22-40'f
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`9"' ~ a.,~ ~ ~ ~J ~ ~ fPfP,~~~~ r r lOC LEVEL SPREADER ~ ~ U ~ THE POSTED SPEED LIMIT Q t ON LUMLEY ROAD IS 45 MPH. ~ ~ „
n ' \ j i ~ DEEP ~ wx ~ , ~ ~
ELE 351.00 CI-F I i ~l r 8 . ~ I " . = I d NCDOT 6 DIA, CLASS B RIP RAP T/C 365.33 '
,r j ~ Lx7 x22 THICK INV. IN=361.60 ~ t a ~ t LUMLEY ROAD WIDE ~
~ , i + INV. OUT=359.50 ~ a....• I NEING o . o r~ t NTS rM
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r i INV. IN - " ~ ',t (E)-352.00 38 LF 18 RCP 31 LF 18" RCP 1 ® .2996 A
f 1 I rf INV. OUT=351.90 ®5.26X L r- '29~ 1. THE LOCATION OF EXISTING Ull Ill L ES SHOWN ON THESE PLANS
i ~ 10'x70' SIGHT TRIANGLE ~ - ""~'t ~ T/C=365.33 REMOVE 1U AREA BASED ON FIELD LOCATIONS AN E STING PIPE. RECORDS. IT I D 1HE BEST AVAILABLE t PLUG/REPAIR/REBUILD INLET S THE U1ILITY CONTRACTORS RESPONSIBILITY TO
UN i _ j - DERGROUND FIBER i INV. OUT- I OPTIC CABLE r r 362.00 l ~ DO t BOX AS NECESSARY. FIELD VERIFY ACTUAL LOCATIONS PRIOR TO BEGINNING CONSTRUCTION. NN JB-F3 t REPORT ANY DISCREPANCIES TO THE ENGIN W
~ ~ ~ ~ I r I ~ ~ ~ r 1 ' EER. RIM=371.50 t
i REMOVE EXISTING PIPE _ Ir S r "'r r ~ r INV. IN=366.00 2. MODIFY EXISTING PAVEMENT MARKINGS TO MATCH INV. OUT=361.20 I - _ DI-F1 EXISTING EXISTING PAVEMENT MARKINGS IN ALEXANDER DR.
I I AND REGRADE AS SHOWN 1 '14,~~., , r DI-F2 24 r ~ ~ ~ ON SHEET C-3 R ~ T - } i ~4i~ ~ ~'2. _ /G-366.50 ( ) ~p i ~ TG=371.92 3. ANY U11UT1ES DAMAGED DURING CONSTRUCTI
P T INV. IN=359.60 INV. OUT=366.56 REPAf ON SHALL BE 19.60 i RED BY 1HE
INV. OUT-359.50 ~ 31 359.50 ~ t CONTRACTOR AT HIS EXPENSE. REPORT ANY 10'x70' SIGHT TRIANGLE i ti} CONFLICTS BET~XISIING AND PROPOSED U11LI11ES TO
"*W~ ~ . I,t~ I i ~ THE ENGI ~ ~.A........,__._____-..a ti ~
" -t59-LF.~4"_RCP ®1.01°6 4" SOLID WHITE EDGE LINE ~ _ t ~~r ..-~w
r 1~~ ~ ~ ~ 4~ 1
i ~I, JB-F4 I .m ~ ~ ~ RIM-364,50 ~ X wPo xw as m" .w ~ n. aw ma +....w..w..p,~,,,„~waw ,mw +m w.o.,.,,,~,~,,,,~,p w,,, «w sa ~maaww~+.wnwaa.m ma xm a O
~ ~ ~ INV. IN (N)=357.50 I~N z
~ I '`4...., i` INV. IN S - 1~2 ~ ~ Y ;44. 4..~ ()-360.45 J w T
w ~ I w ~ ~ INV. IN E =355.50 iii O s _ . ~k ~ O ~t~ a
I ' INV. OUT=355.40 + 50' S7 I ~ ~ ~ oRacE ~ 300' TAPER
~-°•~,,,,_h 79 LF 24 RCP z
o I t w ~ ~ i "`w~.,~ ®5.19°6 UNDERGROUND FIBER OPi1C C ALEXAND A
ti ABLE ER DRI " VE W (BASED ON FIELD 120 PUBLIC R 4 WHITE MINI-SKIP LINES
~ r ~ ~ ~ ,l
4" WHITE SKIP ONES
~'4.. w.,,.~y~ - - _ _ _ _ ~ ~
_._..w.-....,.._..~---~
U w„""`. ""-tiw
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SEE SH T S OF WATER MAIN CONI W AIER MAIN CONNECTION,
W 3
F-- ~ 1 W-... , w
o yy....., ~~-w-~---~-~w--~-~---~ W-~-----w----w-~-----~w-____._w--~-~w ww----~ M I H-01000
o ~ ti
~ MIH01010-STR
i ~
0 t~\ ~ M . _ ~ . ~.~n D6SIGNBD BY: JMF _
ti 0
0 r DRAWN BY; KAS
ALEXANDER DRIVE (SR 2028) • • SCAGE: 1" - 30'
L GRAPHIC SCALE
ME D 30 0 15 30 6 0 DATE: 3/27/02
C co SHEET NO.
J I inch = 30 ft.
X C-11
FINAL DESIGN - NOT RE LEASED FOR CONSTRUCTION

PERMAN ENT SE T EDING EMPORA SCHEDU RY SE LE EDING S CHEDUL E SEEDB ED PR
EPAR ATION off AP~,DAnaN~
APPL' °n~ "'T 1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES Auc 25 - oCT. (Best) TAU FESCUE zoo LBS/AC DEEP OVER ADVERSE SOIL CONDfTIONS, IF AvglLq
JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC BLE. FEB. -APR 15 (POSSIBLE) 2.) RIP THE ENTIRE
KOBE LESPEDEZA g0 LBS/,~ AREA TO 6 INCHES DEPTH. V1
MAY 1 - AUC 15 GERMAN MILLET 4o LBS ac 3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTI APPLY LIME ANO FERTILIZER ACCORDING TO SOIL TESTS, 0R APPLY 4000 LB/ACRE / LEAVING SURFACE REASONABLY SMOOTH ANU ONS
GROUND AGRICUWRAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. AUG 15 -DEC 30 RYE (GRAIN) 4 UNIFORM. 120 LBS/ac ) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
M{?I.CH UNIFORMLY AND MIX WITH SOIL (SEE BELOW). APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, +~L-~IEdQ~lEN15 A
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHF CAN FO .LOW RECOMMENDATIONS OF SOIL TESTS OR APP Y 5•) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED BE UI.O AS A MULCH ANCHORING TOOL. L 2,00o LB/AC GROUND REASONABLY UNIFORM SEEDBED I ~ FIRM OUTLET STRUCTURE
AGtiCULTURE LIMESTONE MID 750 LB/AC 10-10-10 FERTILIZER (FROM AUG S PREPARED 4 TO 6 INCHES DEEP, 15 -DEC 30, INCREASE 10-10-10 FERTILIZER i0 1000 LB/AC). TOP OF BERM SEE DETAIL 8' (MIN.) r }
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER EL 360.85 INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE WINTER Of THE ~ ~ FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW AF'LY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT 7•) MULCH IMMEDIAT 80'L BROADCRESTED WEIR V BERM EL. 360.85 (MIN) ~
REGULARLY TO A HEIGHT OF 2-4 INCHES. OF A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAI NETTING, ELY AFTER SEEDING AND ANCHOR MULCH. 1ADCRESTED WEIR ELEV. = 359.90
GHT CAN wig BE USED AS A MULCH ANCHORING TOOL 8,) INSPECT ALL SEEDED AREAS AND MAKE NE BETWEEN MAY I AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE 1l1 CESSARY REPAIRS OR © O
GERMAN MILLET. BEFORE MAY 1, OR AFFER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF JA 1 - Auc 15: REFERnuzE IF cROwrH Is Nor FuuY ADeauArE. STAND SHOULD BE OVER 60q DAMAGED, REESTABLISH FOLLOWING BFRY U ep ~wz,
RESEED, REFERTIUZE, AND MULCH IMMEDIATELY ORIGINAL LIME, FERTILIZER AND SEEDING RATES. TOP OF RISER EL. ~
FOLLOWING EROSION OR OTHER DAMAGE. 359.00 SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULIIPACK AFTER SEEDI EL. 359.00 ~'1 ^ ~ ~ 18" FES ~ ~
NG Au ; 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDATELY. 9•) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT INV ~ 354.00 ~ N a NON-WOVEN GEOTEXTILE FABRIC (q,,
TDP DRESS wITH 5o LB/AC of NrrROCEN IN MARCH. AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLIS IF fi IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND HED. SHALL BE PLACED AROUND EACH J~ D x a
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH. JOINT Of RCP BARREL I W a N N2'WIDE ~'n Z,,
See seasonal application schedule BARREL INV. OUT = 354.00 W - ~ STRIPS CENTERED ON JOINT, zoo
WATER TIGHT GASKET W' 'moo :R TIGHT GASKET SEAL BARREL INV. ~ , ~ ~ A
DRAIN TRASH GUARD GUARD IN=354,50 ~ F d' U~
(SEE DETAIL) ~4 REPAR TRASH RACK (ABOVE) a VELOCITY DISSIPATOR ~ ~ I
SPILLWAY TO BE LINED WITH LANDLOK TRM 450 OR POND INV. EL. 354.60 E-i ~.3 ~ x NCDOT CLASS GRIP-RAP W U ~ ~
APPROVED EQUIVALENT. THIS ~-ANCHOR TRASH RACK TO MANHOLE WALL WITH FOUR EQUALLY TOP OF DAM=360.50 LINING SHALL BE INSTALLED SPACED HOT-DIPPED GALVANIZED STEEL CLAMPS. EACH CWAP 9 L x 6"W x 22"THK. ~ pp W pa 45 LF 18" 0-RING RCP A 1.11 (CL. III RCP) AVG. DIA. = 6" ~G ~ '
PER MANUFACTURES ATTACHED TO MANHOLE RISER BY 2-3"xl/4" CONCRETE ANCHOR CONCRETE PAD FOR 4" DIP SEE DETAIL ~ 1= ~ - . BOLTS EACH CLAMP TO BE C ( ) =ITI=1I -~~I I _ 3 SPECIFICATION. i= I = =1 = DATED W C7 W • 0> ~ O ~
/ A BITUMINOUS COATING, l 1-11, 3_-III- ~ 1 (SEE DETAIL) )o 0 0 0 ' w Q~ P4po ° W -tY f~'..
~~~I~I 1~ Ilhll 4 LF 4` DI I I-11 =111= 4 LF 4° DUl DIP 1 1 )a~~~~~~ o~o o~o~o~i 1 )o()o~a~o~~o~o~o~
I ~I _ _ _ _ _ _ _ _ _ ~ I ~ CREST=359.90 ~IIIII~iIIiIIIHl~lil~~,IIiIIIIIHII~III-1111iIlll,,,ll~lll-111=,;~l~i~II~IIITIII=III=AIL II JI~II' 1r d~~~~~u unlj~~~~~
~~-11~ 80 FT. ~ =I .III .CARP ~ (i
6.3 Fi 0 REPAR RING NOTE: ALL REPAR TO BE ~4 REBAR ANTI-SEEP COLLAR (X2) ~ ; F~ss ~ SEEP COLLARS TO BE SPACED ~ ~ '9 '
GALVANIZED WITH A BITUMINOUS COATING 5.6 FT m REPAR RING AT 15' O.C. (SEE DETAIL) = Q
4.8J FT 0 REPAR RING A 2
E M CONCRETE ANTI-FLOTATION BLOCK - KEY TRENCH )TATION BLOCK (SEE BERM SOIL AND S 0
ER GEN C Y 2 Fr. SPIL L W A Y sEE oun D E c ET STRUGTU AIL RE DETAIL ;ru COMPA 5 FT. MIN. ~ E~' ; RE DETAIL) CTION SPECIFICATIONS} G'INE
NTS EL. 359.00 (TOP OF RISER) 1 FT,
±',~niiuo~,
1 FT. WATERTIGHT SEAL TO BE PROVIDED
~'4 REBAR (TYP,) AT RISER/BARREL INTERFACE
~4 REBAR
.,V..`
0.74' i' ~
PERMANENT SOIL REINFOF CEMENT (TYP.) ° ;A
MATTING (PSRM). INSTAL!. LEVEL NTS A ~ • ai W
AND FLUSH WITH NATURA'~. GRO UND. ~ - G7 ~
SQUARE PREFORMED SCOUR ELEVATION VIEW POND OUTLET STRUCTURE NOTES: z 'o ~ o
HOLE (RIPRAP NOT SHOWN NTS 1. 18" RCP OUTLET BARREL SHALL BE CLASS SEED WITH N,,TIVE GRASSES M170. PIPE SHALL HAVE CONF III 0-RING RCP, MODIFIED BELL dL p l ~ I .a~
FOR CLARITY} AT INSTA INED 0-RING RUBBER CASKET JOINTS MEETING AS LLATI )N LATEST. N N MODIFIED BELL do SPIGOT, MEETING ASTM C76 AND AASHTO I JOINTS MEETING ASTM C-443 LATEST AND JOINT OF ASTM C-361 NOTES: W is p
2. THE MANHOLE OUTLET RISER SHALL BE 4' LD., MEETING ASTM C-478R dc, ~ a E. - i. CONCRETE FOR COLLARS SHALL BE 3000 P
JOINTS SHALL BE ASTM C-443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHA ASTM C 478R dc, AASHTO M-199 MONOLITHIC BASE. THE MANHOLE STRENGTH SI (MIN.} 28 DAY 1NHOLE JOINTS SHALL BE SECURELY ANCHORED TOGETHER i0
PREVENT SEPARAl10N. 4 FF. DAMETER 3. OUTLET STRUCTURES SHALL BE P 2. COLLARS SHALL BE CONNECTED TO 18" R P
4.5' 4' (MIN.) MANHOLE RISER ~ ROVIDED WITH STEPS 1'-2" ON CENTER. S' ALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PIPE OR DITCH JOINT. C WITH A WATER TIGHT 2" ON CENTER. STEPS
OUTLET 4, CONCRETE ANTI-FLOTATION BLOCK SHALL BE INTEGRALLY ATTACHED TO RISE 3. C ~ OLLARS SHALL BE SPACED ALONG BARREL AT 15' O.C. ~ l`
SEPERATION, OR PRECAST AS THE EXTENDED BASE OF THE MANHOLE DURING Fa ATTACHED TO RISER BASE TO PREVENT RISER/BLOCK ..r 0 dANHOIE DURING FABRICATION. , ~ ' ~
5. 80' EMERGENCY SPILLWAY do DOWNSTREAM SLOPE TO B LINING SHALL BE INSTALLED PER MANUFACTURER'S SPE FE LINED WITH LANDL01 W 1` JNED WITH LANDLOCK TRM 450 OR APPROVED EQUIVALENT. THIS W C@
G ICA110NS. 2H:1V SLOPE NATURAL GI'OUND ,T10NS. 1.70' MIN PROJECTION ~ . ~ ~
OUTLET STRUCTURE !~4AT
ERIAL SPECIFICATIONS: 1' MIN, 10'(TYP.) I. ALL POURED CONCRETE SHALL B~ MINIMUM 3000 PSI 28 . i. z (CATIONS: ~ ~-a
( DAY) UNLESS OTHER 2, GEOTEXTILE FABRIC FOR THE 18 INCH OUTLET BARREL SHALL BE AMOCO STYL ?-i A ~ DAY) UNLESS OTHERWISE NOTED. W ~ ~
NEEDLE PUNCHED OR APPROVED EQUAL (NON-WOVEN FABRIC) CLASS A RIPRAP 9" THICK iLL BE AMOCO STYLE 45 ~ ~ 53 POLYPROPYLENE NON-WOVEN ~ ^ p~ U
W/ FILTER FABRIC, ~4 REPAR WELDED (TYP.) : Ul x oWW~,
(SEE NOTE) 18„~ V]; ~ RCP ~ O
BERM SOI L AND COMPACTION SPECIFICATIONS: ~ ~ 18"0 „ATIONS: ~ ~ ~ z
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATT O.D. 26.5" ~ M F RCP W ~
4.83 FT a REBAR RING STANDARD PROCTOR MAXIMUM DRY DENSITY AT OPTIMU MPERMEABLE M W .x ATERIAL AND COMPACTED TO AT LEAST 95Y. ~ : ~ ,C7 MOISTURE CONTENT. NO BLASTED
P R E FO R M ~ D S USED IN THE EMBANKMENT Ca ISTRUCTION. ~ M MOISTURE CONTEI OUR HOLE SOILS SHALL NOT EXHIBIT SIGNIf CHARACTERISTICS. MATERIALS SHALL BE ~ W VOT EXHIBIT SIGNIFICANT SHRINK ~ .r O /SWELL OR DISPERSIVE. ~
NTS 5.6 FT 0 REBAR RING ~ p ~
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL 6.3 FT a REPAR RING PER VERTICAL FOOT OF FlLL, BE N TEST SHALL BE CONDUCTED EACH 2500 SQUARE FEET W ~
3.15' 3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS. TRENGi TO EXTE
EXISTING GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL MEET ALI _ O . TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW H SHALL MEET ALL REQUIREMENT OF /1 ABOVE.
PLAN VIEW 4. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
NTS 2M SECTION. (NTS)
NTS ;~~I ~ 1 ,
W
STATEMENT OF RESPONSIBILITY: D f V I ~ / ~ 1 Z J / ~ t ~ I ~
~ / ti
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE TI CROSSING SUBDIVISION. `,1 / / ;(CITY SHALL BE THE RESPONSIBILITY OF ALEXANDER ~ r ~ / f /
7 \ /
~ . ' ~ ~ /
1 ~ / - /
/ / , ~ ~ / ~
/ 0
t / ~ ti
TRASH R CK y
(SEE DE1 vl) z' ~ ~ ~ /
~E~~SIDE hNT~)ED WIRE fI~BRIC
\
TRASH RACK c EL. 359.00 TOP OF RISER A RE&/t PF~UIIETER FW1IE ~ 0 Z x~'x2
(SEE DETAIL) Y R7 80' EMERG NCY SPI Z+ a" DIP ti ~ LLWAY
W 1' ' CREST=3590 ~ - 5 LINER=LANDI~OK 450
E s' o
0 5 (TYP.)
c°u 4 FF. DIAMETER NOTE: HATCHED E ~ -
~ MANHOLE RISER DENOTES AREA T BE ~ Q
(PRE-CAST SECTIONS) 4" 3000 PSI CONCRETE N ~ N iA ~ONCREIE LINED
1 ' l "W
~ 4 FT. DIAMETER 3, , 5 ~,I
~ MANHOLE RISER cv (PRE-CAST SECTIONS) 48'0 RISER sq CREST ELEV.=359.00 -w'"~
U O INV. IN=354.50 ~ V~~~
INV. OUT=354.50 6 5
L LL
4LF 4"0 DIP O1 18 DIA. 0-RING RCP 3 0 DIP 5" TYP. 8 ~
O CONCRETE AML-FLOTATION BLOCK 8 ~ ~ ~
~ 1.33 FT. (TYP.) 4` DIA. DIP (SEE CROSS-SECTION) 0-RING RCP ~ ,r' ~ ~ ®11 I w . Tz ~6 ~ -
~i 18" 0-RING RCP BARREL 18` DIA. 2' ° INV, EL 354.50 0-RING RCP
r, 1.33 Fi. 1.33 FT. (MIN.) V=3 ' ~ ~ ~-r~ , PA07ECT NO,; .oo ~ ~I ~ ~ f' MIH-01010 4'm LD. MANHHOLE 1/ ~ ~ ~ ~ f
s TIP.) OAF. d 4 ~
4 LF 4" OIA DIP Q 4 4 25" ~ f P y~~ INV. IN=354.60 Q ~c. a~ ~ ~ ~ 0 0 QT5
~ Iniv niir_ud s~ A / M ~
Ilk 7.5 d d ` P r e PREFORMED gal } f SCOUR / DRAWN Dr:
CIRCULAR CONCRETE ~ N Q Q ANTI-FLOTATION r HOLE 77 MRL 05 NOTE: 6 RE AR J yy BHALL BE CLASS 50 AND SCALE:
r BLOCK SIDE VIEW" CIRCULAR CONCRETE d ANTI-FLOTATION EMBEDDED 4 INTO CONCRETE BASE ON FOUR CQRNER~S. ELDED WIRE MESH / r - NTS SHALL BE 4,X 4 6 6 AND SHALL BE
BLOCK EMBEDDED 2 INTO ONCRETE BASE ° DA TB: AROUND PERIMETER OF BASE. 3-Z7-O2 SHEET NO.
DRY POND N OUTLET RONT VIEW
NTS DRY POND OUTLET STRUCTURE DETAIL CONCRETE PAD FOR 4 X D
4)) DRAIN PIPE (NTS) DRY POND GRADING PLAN C-12
NTS
1'=50' M FINAL. DESIGN NO cADAMS
T RELEASED FOR CONSTRUCTION

~
,wwrrfmwr r rr ~IM+rrfmarJI r
ArR. ~4~wRrew~fr~ rrr rrJ + VEGETATED 'r ` .•`"'~R1r5 r/ryr+r~rriii•irrirr TRANSITION TO ~rL4! r i'\Aii v v yiai 0 CRADE B, MW. IA} ~~J i iJ i
INLET END. ORIFI DIVERSION ~"~~„;',+i+ CE IN IDE ti . , i i\i1i\i i i y y~ y' y, EM -
SCREEN AND ACCESSII LE TRASH RAGK ~--rrpK;~~~wr,`n,~'~~'i;'; THROUGH DOOR (SEE DETAIL) r,~l~~'`,;.~~L,`44y'r;iyY~ ERGENCY SPILLWAY, BROAD CRESTED ~y'y' y-y,y, TOP OF BERM WE~t SET IN VIRGIN SOIL. SHALL FLOW
``rr'+: PATENT: : ~ w `",~,E=~ y'y~ y'y~'y' STABILIZED y' ~ y~ SLOPE REBAR FREELY ON DOWNSTREAM SIDE yy y y- y' TRASH RACK
VENT 5 820 751 W ~`R ~~~,°'„?,,,yrwo .v, y,y,y, y± y~y y. y,.11,"",
tiI° ~'y yrI vrI / ya r' yn yayn yr' yrI ~J y. y, ~ 'y' y'ru~'"' RISER SPILLWAY A L y, y~ y.
NOTE: yr, yr' ~ yp yp yr~ lIr yr~ llh V4 Vr~ y' y- y' y, y, RISER CREST y' y `'4
SICIMME R MAY VARY STABLE yr' y,yrl L ~ UNDISTURBED r, yrI Vrlyr' yrlya SKIGHTLY FROM 11rNA yr, I IrIVh ~ yy, y yy,y,~'y - - - r1 VnVa ~ y, y,y,.ar, y, V
r OUTLET yrI yr, yrI y4 yrI yrI ynya ILLUSTRATION yr yr, ynyo i VrI yrlyr' yr' yp ya yr ynyr yw~ y~ • 11pyrlVp yp 1 y,y
yr, 'y ~ ya yr' yn yn ya 11p yrllrllh p Yr. yr ~ ~.r~ ~ ~ V4 llrNryll 11f4 r CMP a O
yrl yr~ yr,yrl yr, yo yrlyr. 'i y ~ yr1 RISER Yn y1j Vr~ y.. r . D o Vn YID VrIVrIYA V ~Ui dl
yr, yrya 11rlyr' Vn yp yrlyrll yrryp r' yarn yr' yrl y~ Ih SIG yl1 llh alp ~rI ~lli ~4 1 I ~ ~ ~ rG Vn y' 1 - P ~
~ FT. DIAMETER SEDIMENT CLEAN OUT MARK Q'y ^ O 2.5 BERM 2.5 ~
0000 ~ x~
FLOAT 8" (IYP.) MATERWL VARwBIF -VARIABLE O O O ~ ~ ~
STAPLED IN PLACE 0000 ~ 6' MIN ~ a+ ~
- O O O ANTI-SEEP COLLAR 1.5' MIN. W=' ~ ~ _ z N - O O O O PROTECTION, ATTACH TO
~ III _ III=~ ~ _ - BARREI LONGER THAN SHOWN - - I~ II ICI !I- BARREL W/ WATERTIGHT JOINT - _ ' 000 L~ o - . I I III III-III-I I 57 D.O.T, WASHED
NOT Sl ?PLIED WITH SKIMMER = ~ _ III I -III- - - - II - _ - - STONE F W ~ O O - - -I I I- _ = ILTER O O O O a fh' O-0
SUPPLI D BY USER I - I = I I- - - - - II I _ _ _ = 000 ~ H~ ~ I II ~ ~
FLEXIBLE II=I = _ - - - II I- II - III- . II - - - - - - O O O O WATERTIGHT CMP BARREL ~ I =III===== ax E-~ ~ I
JOINT .I I III=1 I I-III I I-III-I 1(- I-III-I I I-III-I I I-~ I ~ ~ 0 0 W FJ W BASIN INVERT O O O O VELOCITY W a O~
LEVEL L1P BURIED OF SPREADER 6'MIN PERFORATED LOWER HALF OF DISSIPATOR ~ ~ ~
OUTLET END; CONNECTIO TO OUTLET PIPE OR RISER casKET waLL a . ' J CMP RISER 1 I C.7 ~ CA u Zi W
PERMANENT 4' DIP ATTACHMENT SLEEVE TO PERMANENT RISER 18' DIR. DETAIL OF LEVEL SPREADER CROS W ~ G.... SPREADER CROSS SECTION,
ATTACH SKIMMER ASSEMBLY TO 0-RING RCP KEY TRENCH TO BE PROVIDED CONCRETE ANTI-FLOTATION IN FILL AREAS. TRENCH TO uu~Fq
SKIMME THIS PIPE DURING CONSTRUCTION WATER TIGHT NOTES: R DET AIL SEAL -LEVEL SPREADER IS DESIGNED TO DISPERSE BLOCK -ATTACH INTEGRALLY EXTEND A MIN. OF 3' BELOW ~~~41~1 ffh4 TO THE RISER UNIT WITH A EXISTING GRADE AND HAVE A ~O ~ r+AR~ <<f
NOT TO SI ALE CONCENTRATED FLOW ACROSS STABLE SLOPE 'SIGNED TO DISPERSE SMALL VOLUMES OF WATER TIGHT JOINT. MIN. BOTTOM WIDTH OF 5 FEET. ~ CROSS STABLE SLOPES. ~ ~L AA.. ~
Q ~~^A. 'Y ~i ~ V"Y SEDIMENT BASIN TYPICAL DETAIL (SB-1 & SB-2
~ LEVEL SPREADER DE~ READER DETAIL L
K y ~ .
s' uAx CONCRETE ANTI-FLOTATION VARIABLE AS DIRECTED BY 1E ENGINEER BLOCK ~ - F
- - _ - - TOP ELEVA110N OF STORMWATER _ _ - 0.5'-1' ifI`
X57 WASHED ~ f~flf P.
NI".'2-,~2 DN "SIDE VIEW" NI, to ~ ~rERUEOIATE DESIGN OF SPILLWAYS STONE MAX. y lfinw?1~'2~0 1 _A
ur wREs N OF SPILLWAYS m 1 EXISTING SLOPE u '
~ ° c DRAINAGE AREA WEIR LENGI w r ro D (ACRES) (FT) AREA WEIR LENGTH SEEDING SCI IEDULE (FT) CLASS 1 RIP-RAP FILTER FABRIC
1 4.0 arADE 2 6.0 4'o VARIES (REVISED: 1-1-86) s.o
3 8.0 4 10.0 s'° Shoulders Side Di h ,o.o tc es, Slopes (Max 3:1)
5 12.0 1s.a SIDE VIEW
MIN 1 DIMENSIONS SHOWN ARE MINIMU 5 SHOWN ARE MINIMUM ~ '
1.5 FT EXI EXISTING SLOPES DATE TYPE PLANTING RATE A » a
FRONT VIEW NOTES: 1800 CU FT/ACRE' 5 FT t~Jo w HEIGHT ~ WIDTH DETERMINED BY Au 15 - M1i a - H w
1. USE FOR DRAINAGE AREAS R:• 2~! MAX NOT EXCEEDING 5 (FIVE) ACRES. tEL POST o EXISTING TOPOGRAPHY AND 9 NOV 1 Tall Fescue 300 Ibs/acre p SEDIMENT STORAGE REQUIRED. Nov 1 Mar 1 Tall Fescue e VARIES 300 Ibs/acre U1 I
+roYEN wRE FABRIC 2. EARTH BERM SHALL BE STABWZED w/ SEEDING KEY RIP RAP INTO THE DAM & Abruzzi Rye 25 Ibs r 5 ~
- gu FENa cEpFExnLE FABRIC ACCORDING TO TRIANGLE SPECIFICATIONS. FILTER n41E. 3. USE CLEAN COMPACTOR FILL MATERIAL FOR EARTH BERM. CROSS SECTION FABRIC FOR STABILIZATION. /aC e W ~ Mar 1 -Apr 15 Tall Fescue 300 Ibs acre a r`
-USE SILT FEND ONLY wHEN DRNNACf AREA o p DOES NOT EXCI D I/4 ACRE ANO NEVER IN ~ ~ SLOPE yI s•-1' / Apr 15 -Jun 30 Hulled Common Bermuda rass 25 Ibs
AREAS OF CON ~NTRATED ROW rv Z r FOR REPNR Cf gLT DESIGN OVERFILL 6" UJ C...~~w~ FENCE FNLURES, USE e:: • WEIR':' . , 9 /acre r;<F;''.^i. ~o((~-KEYED RIP RAP Jul 1 -Aug 15 Tall Fescue and 120 Ibs/acre
-END OF gLT F ICE NEEDS TO BE TURNED UPHILL. I Na, 57 WAgifD STONE. SETTLED r FOR SETTLEMENT Q ':;fDC;:K1Q, GRADE FOR AHDHOR WHEN gLT roP 21" 1 FREEBGARD I > ~aQ::a@. ' a A1aJa7 ° ~ q ***Browntop Millet 35 Ibs acr
~rr FENCE IS PROTECTING MIN \ .~L CATCH BASIN. ~ \ / e -k57 WASHED STONE ~**or Sorghum-Sudan Hybrids 30 Ibs/acre p
b - B' NIN. COV£R ~ REVISIONS I~ pvw sNIAr " 1.5 FT 0 FT MIN FI ~ i`
DATE DESCRIP?ON -ANCnoR sxwr As DIRECTED BY ENGINEER " 1 D .~2:1 SIDE FRONT VIEW - ' ~ - - Slo es 3:1 to 2:1 ~
5 FT o ~Bo SLOPE MAX REVISIONS - MA% FILL o o$ ~ DATE DESCRIPTION P ~ ) w E - W :H ~
SIDE VIEW FILTER oaf ~ 6' To ea NOTE AoanaN u.N.o. 1:1 SIDE SLOPE 4 pB App SFMLLWAY CHART C.M.A. lON XISIINC SLOPE ~ • ~ ~I M.H.D. STEP SEQUENCE Mar 1 -Jun 1 Sericea Lespedeza (scanfied) 50 Ibs/acre ~ U,f1J Z
FABRIC o MAX NATURAL HART C.M.A. & 7 ^
T A N ~ A ~ 3 FT GROUND , RD TEMP ORAR SILT FENCE MIN F--1 Z{' ' W O (Mar 1 -Apr 15) Add Tall Fescue 120 Ibs/acre P:
BETWEEN - PASTS TWEEN DSTS CHECK DAM 6 (Mar 1 -Jun 30) Or Add Wee in Love rass ~ U
MAINTENANCE P 9 9 10 Ibs/acre ~ (Mar 1 -Jun 30) Or Add Hulled Common Bermudagrass 25 Ibs acre ~
WSPECT TENPOfiMY SEDIMENT TARPS AFTER FApI F'fItl00 ff 9LNIIFlCAN7 AAWFALL REMOVE SEDWFNT AND RESTORE 1RM ib ITS ORItlNN., / Q W Jun 1 - Se 1 *~*Tall Fescue and M W E"
50' MIN. N TES: gNENggIS wIEN 1NE SEDwENT HAS ADCUNULAIFB 10 ONE-HALF DE DEgGN DEPTH aF THE TRAP. PLACE BIE SEDwFNT THAT LS REMOVED IN A OEgGNATED DISPOSAL AREA AND REPLACE THE OONTANWAIFO PMT ~ 1NE CRAW FACIlG F lT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP REVISIONS CHECK THE stILUCTURE FOR oAUACE FRDU FAOgan OR PPwG PERNNIICALLY cHEa THE DEPTH aF THE sPl1wAY ro ENSLwE IT x A LLwlNUu ~ 0~ P 120 Ibs/acre W ~ F~ ~ O E,,RTM Browntop Millet 35 Ibs/acre ~ ' U Z
SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED. of T.5 FT BELOW THE LOW POWT aF 1ME ENBANKYENT. wYFDIAmY FlLL MY SET1IF11ENT OF 1HE FIIBANILYFNT TO SLKIHILY ABOVE CEgCN MIN, OPENING MIN, OP ~ ENING or Sorghum-Sudan Hybrids 30 Ibs/acre U1
_ DATE DESCRIPTION µY Rlp RAp pg~.ACED TROY ~ SPBLWAY (KIST BE REPIACFD WNEgAmY, \ 2. IF CONSTRUCTION Dry THE SITES ARE SUCH THAT sTABwg THE EueANNUENr AND Au oLSTU x wx Sep 1 -Mar 1 Sericea Lespedeza (unhulled-unscarified) 70 Ibs acre U'
THE MUD IS NOT REMO rED BY THE VEHICLE TRAVEL- co"sTRUCnoN wTH sEEINNC RaED AREAS Aeon ~ sEDUENT POOL AND oowlSrREAII Fltau THE TRAP IuuEOUmY AFTER 2'-3° STONE TO BE USED'`::•: 25' OR W1D { LNG OVER THE STONE, THEN THE 71RES OF THE and Tall Fescue 120 Ibs/acre
EXISTING SURGE STONE OR RAIlROAD~.;. ~ VEHICLES MUST BE W'PSHED BEFORE ENTERING THE ~ ~ ( PROPOSED TREET, ROADWAY BALLAST) WHICHEVER ; PUBLIC ROAD. (Nov 1 - Mar 1) Add Abruzzi R e N Y 25 Ibs/acre
GREATER. GRAVEL & RIP RAP BASIN 3. IF A PROJECT CONTiI+v ES TO PULL MU OUTLET 3 D AND DEBRIS A a
ON TO THE PUBl1C ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA AND INVOICE THE FINANCIALLY w i
RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL 1iOG wAE AITACFIED EX7RA RESPONSIBWTY FORM. To Posts wtH IFNCtH$ OF OF EXTRA POST W YIDDIE O
of wRE
HORIZaNU posts Consult Conservation En Ineer or Soil Conservation Service for HORIZONTAL PETAL POST SEDIMENT PIT g P~ ga~LY TD ~RRCU additional information concerning other alternatives for vegetation of
PLAN WwEO g0
BAFFLE INSTALLATION - fALLATION -STEP 1 denuded areas. The above vegetation rates are those which do well under aASS n RAP local conditions; other seeding rate combinations are possible.
FILTER OF 1' DIR. NDIFS:
IEW CONSTRUCTION WASHED STONE 35' MIN 15' MIN. I. aavE BTEa FT]ICF post Ar LEASr Te' wto
EXL INC ROADWAY sotb aioLRn Posr Ar LEAST Te• WTO FABPoC CUT AND FOIDED FABRic Foam ~*#Temporary -Reseed accordin to o timum season f oYw THE HaPoZaNTM Dw„x>,azoNTk 9 P or desired permanent F~ PosT PosT ve etation. Do not allow tem r
- 2 W000 POSTS AAE NOT ACLEPTABIE ' : ~ d USE STAPLES 1' MART TO ATTACH FABRIC IOT ACCFPTABIE 9 po ary cover to grow over 12" in height before
- 12" MIN. m oc wRTY ART ro ATTACH FABRIC PERSPECTIVE VIEW HORUaNTM POST mowing, otherwise fescue may be shaded out. FENCE AND FABRIC i
4. BAFFLE SP ACED AS PFR APPR0IED PLAN. BURIED W TREAICH I PFR APPR0IED PLAN. TOP aF BAFFIF SMWLD RE 8' RICHER IRAN THE BOTTOM OF
FAE IC UNDER STONE 3 BorTOU \ THE SPElWAY BOTTOM OF BAFFIE W 8'KB' TRENCH,
1RLNCIT FIUED w REVi SIONS TRENCH MID TAENCIi BACNFll1ID AND I • FM1ID MnH SqL AND • SEDIMENT SHALL BE OpMP,~~ IS
CppACI SILT FENCE DATE DESCRIPTI CRO , oN SS ECTIO N REVISIONS SEEDBED PREPARATION ~ Ca?rACTED REMOVED FROM TRAPS WHEN HALF FULL ~
_ END OF DATE DESCRIPTION PLAN VIEW FLTER FABRIC ~N SECTION AT OPENING
- BAF BAFFLE INSTALLATION -STEP 2 1. CHISEL ~
COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES O
CONSTRUCTION E~ TRANCE 7 4' MIN. - GR DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. V
GRAVES 8c RIP RAP FILTER BASIN 3B 2. ~ RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
DEWATERING - _ - CONCRETE BLr.CK 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS ~
i------ LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. 0
TOP OF SILT FENCE _ m MUST BE AT LEAST 7 41N y' yw O
° ~ t' ABOVE THE TOP ` $ OF THE WASHED 4. APPLY A Z a+ GRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
~ ~ ~ ° ~ STONE ¦ - _ UNIFORMLY AND MIX WITH SOIL (SEE BELOW*).
°pD b STEEP CUT OR FILL SLOPE i ¦ BUT OR FILL SLOPE _ - - - - - 5 - CONTINUE TILLAGE UNTIL A WELL PULVERIZED, FIRM
~ Zi o a dca, 0 REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 61NCHES DEEP.
o ~ o STEEL FENCE POST 2:1 SLOPE (MAX)
CONSTRUCTION SP CIFICATIONS 0 ~ SET MAX. 2' APART 8 BURY WIRE FENCE, FLTER 6.) SEED ON A FRESHLY PREPARED SEEDBED AND Q COVER
cu 1. LAY ONE BLOCK ON EACH SID Of THE STRUCTURE ~ ~ ° FRONT VI FABRIC, AND HARDWARE gg ° E`'V CLOTH IN TRENCH ON ITS SIDE IN THE BOT70M f-0W TO ALLOW POOL WA60xb }°aoCo p o, - a>hRgoN aT~ SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. CROSS SECTION No ETtogaN eoNma Q
o DRAINAGE. THE FOUNDATION SIOULD BE EXCAVATED NETTwc
AT LEAST 2 INCHES BELOW TIE CREST OF THE STORM DRAIN. PLACE THE BOTTOM RC W OF BLOCKS AGAINST cu 7,) MULCH IMMEDIATELY AFTER SEEDING ANDANCHOR MULCH.
THE EDGE OF THE STORM DRA N FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. 2:1 SLOPE, GRAVEL FILTER
IF NEEDED, GIVE LATERAL SUF'ORT TO SUBSEQUENT STEEL FENCE POST ROWS BY PLACING 2 % 4 WOG) STUDS THROUGH ru BLOCK OPENINGS. WIRE FENCE 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARYREPAIR S OR
WIRE SCREEN RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE.IF UPSLOPE TOE POSITIVE GRADE 1.09 MAX. z
2. CAREFULLY FIT HARDWARE CE TH OR COMPARABLE TEMPORARY ~ DIMENT HARDWARE CLOTH ~ WIRE MCSH WITH 1/2-INCH Of :NINGS OVER ALL POOL ~ STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING
m BLOCK OPENINGS TO HOLD GR•VEL IN PLACE. DEWATERINC ~ _ _ _ _ _ SIDE SLOPES C N ORIGINAL LIME, FERTILIZER AND SEEDING RATES. IE SLOPES ~
~ 3. US Cl'=.AN GRAVEL, 3/4- TC 1/2-INCH IN ~ FILTER OF 1' DIR. WASHED STONE 2 : 1 (MA%.) Dlr EI R PLACED 2 INC HES 'FLOW THE TOP FILTER FABRIC 1 (MAX.)
m OE HI BLOCK ON A 2:1 SLC E OR FLATTER AND 1' MIN. _ - 16' ON GROUND 3 SN )TI! IT TO AN EVEN GRAC .DOT 57 WASH 2' MA%. 9.) CONSULT CONVERSATION INSPECTOR ON MAINTENANCE TREATMENT
~ T N ED _ ~ ~ S IE S RECOMMENDED. ;,g~~` cv B AND FERTILIZ \ ~ ~ ~ ~ ~ ~ ~ ~ \ ~ ~ \ ~ ~ ATION AFTER PERMANENT COVER IS ESTABLISHED. ~ ~ ~ ~ ~ ~ ~ ~ ~ PR076CT N0.
o I 11 I MIH-01010
o ;er sloNS I DATE .:SCRIPTION SEDIMENT SECTION BURY WIRE FENCE AND REVISIONS STEEP CUT OR FILL SLOPE ~ APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ ~ MIH01010-pT2
° HARDWARE CLOTH DATE DESCRIPTION ACRE IN CLAY SOILS) J
~1 RBSI6N8D RY: 'BGS FERTILIZER - 1,000 lbs. ACRE -10-10-10 PLAN VIEW /
SUPERPHOSPHATE- 500 Ibs> /ACRE -20~ ANALYSIS ARAwN RTC:
R~ nrl' A1~111 ~;R~~/~I f1R(1p r\II ~T DD(1TC/`TIIIt\I ~ ~
c; ~ ~ , , ~ ~ „ l V LL ~ ~ v~~ ~v i ~ v ~ ~ ~i~i rtnct GKAVEL OUTLET ivuL~,n -Z IUINZ:) / AGKL - SMALL UKAIN SIKAW
- - DIVERSION DITCH ANOTHER - ASPHALT EMULSION @ 300 SA` g GALS./ ACRE NTS
DATE, 3-20-02
SHEET NO.
3 -
W WADAMS
FINAL DESIGN - NOT RELEASED FOR CONSTRUC'T'ION

0
z a z o
vt v U1 Z 1'-0' Q } ~ ~ S EXPAN J C :NERAL NOTES: Q Z ~ ~ OWTS ~N o'mo 4• Z I- - • 1 s " ~
Z1Q O p BACK OF CURB Q I- 3 (n O 6. E ~ Z ~1 ~ ~ ~ X MORTAR JaNTS I /2' TO 1/8' THICK. Z O = U D p ~ A ~ " 4 -8' 4'-6' QQ <-4Z (OAF )siDWALL '6 0~
fTl ~=D CLASS `B' CONCRETE TO BE USED THROUCHWT. W CD f Z 6 6" ~ O;U -1 5 g• THE POURING OF FLOOR SLAB TO BE ACCOMPLISHED BY FORMING. O ~ ~ = Z m -4 = D 4 ~ A STD. 640.038 FRAME z~3 A~'oo MFN• Qa ~o=v DZ~T~cn 3:~ FES z~3 . woo_-Z m ~o=v
2 ~ D n m DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY, Q Z G1 O'D0 ~ GRATE k HOOD " = N,~Dj O Y Y B ALL CATCH BASINS OVER 3'-6" IN DEPTH TO BE PROVIDED WITH STEPS 1'-2` H U Q LL _ ? ~ Z y m 3° 11/?' 1 I/Y
8" ON CENTER. STEPS SWELL BE IN ACCORDANCE WITH STD, N0. 840.66. Q ~ O ~ 2ln 17 O ZO~OT1 A- MIN. USETYP r=~ w Z- f7 = O C m = p E E , 'F' AND 'G' CRATES UNLESS OTHERWISE INDICATED, N ~ Z J p ~ O TI wUQ!i= =~TDnITI Y 00_fn= ~ - zD FES Qz ' Q=~ow =v,~o FF(l S( ~O ~pQw=
• ~T1Z ' JUMBO BRICK WILL 8E PERMITTED. CONCRETE BRICK OR 4' SOLID CONCRETE 0_WOQ C)20[ - ZJ z~~o~1 OpF (Inter a=~ow
DDD MIN. BLOCKS MAY BE USED IN UEU OF CLAY BRICK. O O ~ Q: ~ ~ D M ~ n = w I (n -i IAS SEHOWN ON STO~ 0840.0015 SET IN BASE SLAB OF 80X, ADD TO BASE Z ~ ~ R ~ a R " ~wpQ n=Or - E ~ J r~ NH Z 00-~ PAZ ~W V s'-o' Z u1 yDD RC - OpO~ ~
O FOR 8'-0' IN HEIGHT OR LESS, USE 8' WALT.. OVER B'-0' IN HEIGHT, USE 0_p ~O ~ ~ PLAN Z _ 12' WALL TO 6 -0 FROM TOP OF WALL AND B' W w 4 ~ ~ TION X X 6'-0'. QUANTITES TD 8E ADJUSTED ACCORDINGLY. FOR THE REMUNING 0 Z ~ ~ CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
I STEEP GRADES o_° ~O INSTALLATION SECTION VIEW w w e-? l l U3 w z 1j? ° Z PREFERRED METHOD OF FILL SLOPE PLACEMENT g ° a ENDWALL w° ~ O
PLAN X ° . • • 6' STEPS STD. N0 840.66 STEPS - STD' N0. 840'66 ro M ® USE ON EXPANSKN4 JOINT L~ NT 6' o° ° ~--U~
MT GRADES 2X AND UN .o ro ~o N wj ?-cn H W Z l END CONFIGURATION o ~ ~ 2'-0 i'-6" ~ ~
6' _ 6' - DEPRESSED GUTTER UNE SEE NOTES w ~ MIN. MIN. ^ ~ x ~
_ 3'-0' DEPRESSED GI _ I 0' - EXPANSION JOINT 3 -0 io .o ~ ~ ~ ~ ~
B , A r~ PLAN OF TOP SLAB - ~ _ 6 a ~ z SECTIONS S a -SEE STANDARD N0. 840.01 oR 6ao.oz c;= Z PIPE X~ GENERAL NOTES: ~
r- M"' E-J MI'. MIN. ~ O ELEVATION sEE srAHDARD No. ~ (n = A E~ ~ [ NORMAL CURB AND GUTTER ON UGHT GRAPES O ~J ID -ENDS TI ~ O C4' C4 LIGHT GRAPES w ~ m ~ ,L, .F' P EC ONS TO BE USED AS SHOWN BY O W . ,wj N
~z_7= G OZ ~N N ~ x = ZCn W ~_2 Ol N ~ B" g• G d N NORMAL o - - ~ - UNS OR AS DIRECTED BY THE ENGINEER. w W z F~ Z ~ z ~ ~ 'B' 'C' ENDWAILS TO USED AS SHOWN BY PLANS OR ~
~ ~ -I •.rp.;o.•o.•:id:~•'4':ro•; 0 MIN, Q Q - ~ 6` E ~8 "W' EMJi$ 6' NORMAL GUTTER LINE Z W Z= E W s, _ o_ N ~ ~ AS DIRECTED BY THE ENGINEER. O r, Z ~ ~
= Z 6. ~ m 0_ D EXPANSION JOINT ~1 n p ~ I - D D I O Z 2 ~ Q Q _ ~ ~ O N ,G, -CLASS B CONCRETE TO BE USED IN ENDW ~ H ~ W ~ p_ p ~ m a ~ p~ D ~ BACK ~;1 0 -CHAMFER A1L EXTERIOR CORNERS 1". a U U- p, a o 0
c D D SECT ON Y 't ~ ~ D p ° A Z RODS m PIPE ~ - -FLARED END SECTIONS ARE NORMALLY USED z W d O \ : H d' ~
(11 (7 C7 6' ~ U C ~ ~ PRESSED CUTTE ~ = D ELEVATION MI"~ Q Q ~ N n ~ EXPANSON JOINT I ~ - _ ~ C f0 m ° ' ' Ip SIDE w PIPES WITH SKEW ANGLES FROM 75' TO 105'. ° 0 ~ ~ rn -i l PRESSED CUTTER LINE ~ ~ z ~ A = a , BAR a -FLARED END SECTION -END CONFIGURATION ° U ~ ~ ~ x
" O 8" WH TO 36' PIPE IS USED ' '"d ° Q ~ ~ I :D I .n qq .':e~:•.',':e'.,.'.:,'e•.•, Z U 2 ~ 111' 1 ~--Q---I Q Q ~ ~ p o N a INLET LOCATION - TONGUE ~ ~ ~ ~ ~ ~ ° U ~ W n OUTLET LOCATION - GROOVE Q ~ z ~ W ~ ~
~ ••ETN- ~ D ~ ~ ~ ° E_..I SIDE ELEVATION ~ Y ~ ~ (p D ELEVATION sEr sTANOaRO No. 1 rn ! Z m :,~,°,;o. ; , I SECTION M-M u1 O cv ~ D ~ SECTION R-R NORMAL CURB AND GUTTER ON STEEP GRADES ,K. oWW~ rI~ Z: ~ -SEE STANDARD N0. 840.01 OR 840.02 Q ~ - ~ O ~ ~E~ " ENDWAL BAR AND OR = zU W ~ Y ~ ~ z D X~ Q ~ 0~
z O ~ v , s ..6,•.0 ; WHERE 42' TO 54' PIPE IS USED = ~ m (n Z iTEEP GRADES N U ~ -p n n g ENDWALL STEEL FABRIC I- ~ ~ ~ _ z w 0
E Z O MINIMUM DIMENSIONS AND QUANTITIES FOR BRK;N CATCH BASIN TI t'` ~ -'I J m DIMENSIONS OF BOX AND PIPE COVER _ - N m ~ ~ Z P i N VI W REINFORCEMENT ~ ~ W cv ~ ~ a ~ N ~ ~ 0 ITI O TI N X- ~
CU. YDS. CONC, IN BOX BBD( YISONRT O J (7 ~ PIPE SPAN WIDTH WIDTH SPAN HEIGHT HE]GHT DIMENSION gpRg_U ~_V ~_W ~1 e; C I I B M M Z O D A 8 C C WN. Ni H2 E F N. C TOTAL TOP FLOOR TOTAL N1 Wpb/ C. lo>t H1 ADD ,oEDUCnoNS ~ m --I - X ~ Z Z _ g GL N1 Wp~L/ C.Y./ TO ONE PIPE C7 T~'1 ~'i J W
~ 0 TH N0. NGTH N0. NCTH L85. SLAB CONC. CU. 1115, FT,Nf, Fi •.o„.o: W 12' 3'-0" 2'-2' 2'-4' NC. CU. 1115, FT.NT. Fi.Nf. Fi.HT. C.M. R.C. Z O O LL ~j1~~~~111?4tr~ 181 0.748 0.321 0.020 0.032 W xl DIMENSIONS AND CONCRETE nnES FOR END SECTONS AND ENDWALLS Z ~ CAR ~~4~ - FLARED END SECTIONS -REINFORCEMENT W ~ ~ ~
I A 15~ 3~-0~ 2~-2~ 0281 0.181 0.748 0.321 0.~ •o'•,... m 2'-8' 0802 ABdJE 0.; < 16 3 -0 2 -2 2 -10 0.28t 0.281 0.909 0.; >.81 0.802 0.321 0.321 - 0.031 0.047 PIPE N TI N MON IM. SK EO DW PIPE DUl QTY. k DIM. 0 RODS L s ~i FABRIC ~ ~ ABOVE LD. A B C E F T G H K L YD7 C L YD? 12 2 3x4-0 SI RODS 3.0 18 2x8 - w2.1 x wi.7 ~ ~ ~ i !81 0.909 pN. H1 0.321 0.044 0.065 1 4' q'_ q'_ I - • 1'- " - '-4" .1 1'- ` '-4" 15 2 3x4 - " 9 ~
VIEW WHEN X 8' CURB 3'-2" ~ 2/' 3'-0' 2'-2' 0.281 0. 81 1.070 MTL Ht p•; IS USED IN PLACE OF H000 38' 3' 0' 2'-2' 3' 3-4' VAR' _10' 4'=4' 4 1'-6" 3 4'-1' 3 4'-1' 45 0,147 0.374 0.521 1.305 0.; X81 1.070 0.321 0.078 0.113 - - 0 SI RODS 3.D 18 2x8 - w2.7 x w1.7 ;
10 3 8 YAR. 2' 4' 4' 4' 4 2'-0' 4 4'-1' 3 4'-1' 49 0.187 O.NS 0.602 1.588 0.1 42' 3'-0' 2'-2' 4'-5" 4'-4' VAR. 2'-1' J'-6' 4 1'-9' 3 3'-3' 3 J'-3' 3B 0.135 0.373 0.508 1.811 0.321 U., S21 1.305 0.378 0.108 0.1 1 " 6" 2'- " 3'-10" - - 1 - - - '-10" .1 1'- " - 22 0.170 6'-1 " 18 2 3x4 0 SI E RODS 3.0 18 2x8 - w2.i x w1J i02 1.586 0.403 0.108 0.176 0.238 18' 9' 2'-3" 3'-10' 3'-0' 6'-1' 2` 1'-5' 1'-9' 0'-11'5'-10" 0.2 1'-3" T-7" 0.3 24 2 3x6-0 SI E RODS 4. - L 5 24 2x8 w2.9 x w2.9
48' 3'-0' 2'-2" 5'-0' 4'-f0" VAR. 2'-8' 3'-B' 4 2'-8' 4 3'-3' 3 3'-3' 40 0.17J 0.410 0.563 2.147 N2 0.4 HEET 1 OF 2 SHEET 2 OF 2 54' 3'-0' 2'-2' S'-7' S'-4" VAR. J'-3' 3'-B' 4 3'-0' 6 3'-3' 3 3'-3' 48 0.211 0.448 0.859 2.511 0.4 OB 1.811 ON21 0.391 0.117 0.210 0.323 24' 10' 3'-8' 2'-6' 4'-0" 6 -2 i I 1'-8" 1'-10' 0'-11' T-4" 0.2 1'-5" 8'-9" 0.3 30 2 4x -0 D .0 z - w . x w .9 30" 1'-0' 4'-6" 1'-8" 5'-0" 6-2" 234' 1'-11' 2'-1' 1 -1' B'-10" 0.3 1'-8 10'-0' 0.4 36 2 4x - 2 4 83 2.147 0.420 0.117 0.313 0.422 R S 1 . 4 x8 - w4.0 x w .
840.01 P1~L PLAN SHEET I of 2 69 2.511 0.449 0.117 0.396 0.535 36" 1'-3' S'-3' 2'-11" 6'-0" 8'-2 3 2'-3" 2'-5' 1'-3" 10'-6" 0.4 2'-0' 11'-4' 0.6 42 2 4x8-0 SI E RODS 10.7 - HEET 2 OF 2 48 2x8 w4.5 x w2.9 ~ ~ ~ HEET 1 OF 1 42' 1'-iD" 5'-3" 2'-11' 6'-8" 8'-2' 31 2'-9" 2'-11' 1'-6" 12'-0" 0.1 2'-B" 12-4' 0.9 48 2 4x8-0 SI E RODS 10.7 48 2x8 - w4,5 x w29 SHEET 1 OF 1 ~ NEB '
- 840,01 840.01 v 31 48' 2 -1' 6'-0" 2'-2" T-0" 8 -2" 4 3'-4" 3'-3" 1'-8" 13'-8" 1.0 3'-0" 13'-4" 1.2 36 - ae 2 4x8 -0 K R ~ ~ 840.01 0.01 oDS fi.o N A
g~ z o 0 310.01 ~ P. E~4~~ Z 'r ern n?~~~~4 ti ~
~~'Z 43" NOTE: USE TYPE "E", "F" AND "G" GRATE 2'-1I ' ~Q O p UNLESS OTHERWISE NOTED, M ~ 4. Q~ Q N• Z 3 4 1 5 8' 1 3 4' N ON ~ D
rZ~~~ P z~=U ~~00 gs-I 2'-113/4' rn z m ~ ~O v ~~(n Q Q ~ ~ GENERAL NOTES: Z
-i D ~O~ m ~ 0~~2Z mZ-I=D A o~ ~ D~ 1 3 4' z ~ ~ ~ ~ Z Y L ROP INLETS OVER 3'-6" IN DEPTH TO ~ ~ JO=B? A~ O At~-2Q ON CEMERS. STEPS SHALL BE PROVIDED WITH STEPS Qa LL C7 00 BE IN ACCORDANCE WITH STD. 840.66. Q~
=~'zD T n Qz ~O~ ~ ~~c~ A 7 8 " 21A~0 - 21I Fw,•UQw= ?~'zD~' C i- OOd-Z DZ'T1A(n CLASS "B" CONCRETE TO BE US Z~3
?~~OTI ~ ham-- N+i 18• Q ~O~ 2V1~0 ~-=cam 1 1 2` ;r G n=pr r= w Z_ ~ ~~C~ 112' w = - ~ D ALL MORTAR JOINTS ARE 1/2" t 1/8". w a~? ' 1 i 2' ~ ~Op =~D~rn x X FORMS ARE TO BE USED FOR THE CONSTRU O~~=Z
• ~~z < SECTION - SECTION - MM ~~WZQ c7=0C ~-•~O DDD - c~ LL OO~~ ~~Z W O© W TSB' i Q ~ - CTION OF THE BOTTOM SLAB. N Z~ - =SAO BRICK MASONRY DROP INLET NOT TO BE USED IN LOCATIONS SUBJECT TO WUQw= ~
~ M A ~ A ALIGN FRAME WITH INSIDE Z ~ j DDD C~ X ~p0~ Z~~0~1 TRAFFIC. Q ~O~?
Z o o EDGE OF WALL TO ALLOW ~ J 8' n. o ~ ~ g..--I ~ 2 J 4' X r----~ ~ FOR VERTICAL ADJUSTMENT-~ w O Z n2~Z JUMBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR 4" SOLID CONCRETE ~I=- ZJ A a> y~D BLOCKS MAY BE USED IN LIEU OF CLAY BRICK. ~~p~ a,
'4'~ _ ~ z SECTION B-B 2 3 4' r--~ o 2 3 4' w o IF REINFORCED CONCREFE PIPE IS SET IN BASE SLAB OF BOX, ADD Z . ~ ' ~ W US- TO BASE AS SHOWN ON STAN A Il. D O D RD 840.00. z
c~ 1 1 1 2 2 3 4' L ~ 11 SECTION SECTION - hB 1 2 2 1 1 2 I J 4' SECTION C-C Z FOR 8'-0" IN HEIGHT OR LESS USE 8" WAIF.. OVER 8'-0" IN HEIGHT U E 12" o.° ~ ~ WALL TO 6'-0" FROM TOP OF WALL, AND 8 WALL FOR THE REMAINING 6~-0". ~ ~ °
SECTION - PP SECTION - NN -j- 13 4' 2 3 4' OUANTITI ~ I Y ES TO BE ADJUSTED ACCORDINGLY. ~
~ 1 1 2' ~ P ~ ~ 1 3 4' LAN O ~ ~ M 5 P ' W LAN a N
A i m z ~ SECTION A-A SECTION W-W B ~J Z FRAME,^vRATE, & HOOD ASS'Y N ~ N 3 4' ~ ~ ~ (/1 ,ZOj ~ TTI SECTION - WITH COPING REMOVED
c D~ N~~ O O Q ~ z TYPED D D PE C SECTIC ~ W m D SECT - ? ION X X ~ ~ (n 3 -6' BRICK COPING
_ 6" = r O O m r-s• W O m STD. eao.ls
O _ o = r~ ~ cn Z O O 3,-O" N Z Q~ O 2 2'-11 3 4' 2'-11 3 4' N 1 J 4' I= O FRAME AND GRATE ~ O U 'a O
~JD . ~ ~ 131 QZU zG~~ G IJ4' F z ~ o - Q ~ ~ a W ~
D z ~ ~ ~ ~ '"1 D~~ N N o 1 ~ pQ~ ~~Z a~~ -7- ~Z N- ZW ~ ~
z 1'~1 A K L M K: N iv 3 4 = D S O H O H ~ E >1N, E - ~CnQp ZrnD~ n ~ o D ~ O SECTION - AA x M ~ ~ ~ -H g" B g• 3 - W H ~
~ Q~z D~o ~~o 112' J_ ~ ° _ ~d
z ~ _ z Q~ o o ~ I ~ T T QWZ c~D ° ~~~z' °Q~ ~A ~ °~o
D ~ L k N ~0'~ DA Z coo Z Y '~Iu,. Y z o o ~Z . Q~N w o ~ ~ O J__ ~ o-~ Quo W~Af~
n Z FRAME PLA' I D p i _ = O 3L J SECTION - JJ = ~ O ~ Z G 2 J 4' I - ~UZ o °D~ a-d
O ,t 3'-0 7 8' S 5 B' V' w = I p IF F N to O O _ 116' ~ II//I~~ II (n I I SECTION G-G 234' ~WW m YC ~~Y W
D ~ -`-'1 f"- R 12' C9 O ~ M 2 (n~A M o: 3"R Z~~ WOO N 112' mmZ SECTION X-X ~ ~U= 'O w x CD Q ~ - N W (l1 E"'
Z ~ ~ N LL D. VI - t~ O z 2 3 4' yl ` I 1 2' S g° SECTION I g• 1 1 ' ~ 2• W a SECTION F-F Z ~ ~ " SECTION Y-Y = ~ ~ ~-a W ~ DIMENSIONS AND QUANTITIES ~ ~ O
31 '-0" 1 2' 4 3/4' 4' ' 1 2' . i 1 1 2` 3 O~ ~ ~ ~ ;x ~ O 0 DIMENSIONS OF Box do PIPE CONC. TOTAL BRICK MASONRY DEDUCTIONS fOR O U z I'• A PIPE SPAN WIDTH HEIGHT IN BASE ONE PIPE O
SECTION - _ + 1 3 21 ` KK ~ II I „ 4 PER FT. BRICK MIN, Z U] ' W D A B H CU. YDS. HEIGHT COPING H W s'~" C.S. R.C. ~ C7
2-IT i 2 I S 8' SECTION H-H SECTION Z-Z - ~ ti 12' 3 -0" 2'-0' 2'-8' 0.267 0.313 0.037 0.871 0.020 0.032
HEET t of 3 R SECTION E-E ~ 15" 3'-0" 0.267 ~ Q n 0 313 0.037 0.976 0.031 0.047 ~~44 ~ 18" 3 -5' 0.267 0.313 0.037 1.106 0.044 0.065 r~
840.03 HOOD ELEVATION SECTION - RR SHEEP 1 OF 3 HEET 2 OF'J TYPE A 840.03 840.03 TYPE e sECrION SECTION Y-Y SHEET OF 3 24' 4'-0" 0.267 0.313 0.037 1.289 0.078 0.113 Q+' ~ ~
~ NOTES: $40.03 30" 3'-0" 2'-O' 4'-3" 0.267 0.313 0.037 1.367 0.122 0.170 W
o_ ~ N z STANDARD SIDEWALK WIDTH SHALL 1 z" EXPANSION JOINT DETAIL SHOWING TYP HEEi 1 OF 1 Z SHEET 1 OF 1
DpO~ BE 5 AND SEE STD. 846.01 cROSSw Qua N z ES OF GRATES r-z~-I~ THICKNESS (T) SHALL BE 4" UNLESS OTHERWISE z~~ ~ ~oOp TO BE USED ACCORDING TO WATER FLOW. 2-11 3/4' o~, 840.15 0 2 3/4 Q } 840.15
mO-H=~ DENOTED ON PLANS. ~O=~ D ~A~ 11 2' ~1 L~ O r Z -H z~3 .
=~1DC~T'1 O~~=z ~ -4=D B I oA -H " =N~p A GROOVE JOINT 1" DEEP WITH 1 8" RADII SHA WUQw= 2~7Df~IT1 " „ ooN=z
z _ ~ o ~T / LL ~ ~ O c~ z D TYPE "G" TYPE E TYPE F Q F- - 2 V1 O A A „r Waz 1 9 7~8' w~o~
n=per BE REQUIRED IN THE CONCRETE SIDEWALK AT 5' INTERVALS. Ll.l Z_ O.,T 1 • SAD ONE 1/2 EXPANSION JOINT WILL BE REQUIRED AT 50' ~~U-ZOQ n=or_ w
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED zpN~ ~~D --.WATER F i T y D LOW SAG WATER FLOW I ~r tn~woQ PERMANENT SOIL REINFORCEMENT
~O WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. -C --1 I ~ oo-~ MATTING PSRM . INSTA g 7~g Z ~ ( ) LL LEVEL
z w ~ ~ O - - - - - - L SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION sloewALK o z - - L ~ j AND FLUSH WITH NATURAL GROUND. ao
REQUIREMENTS AND CONSTRUCTION GUIDELINES. 5o'-D" B I 1 2° INTERVALS 9 yFi y p` 112' o SQUARE PREFORMED SCOUR 1 3 4' HOLE (RIPRAP NOT SHOWN SEED WITH NATIVE R
G ASSES FOR CLARITY) AT INSTALLATION
~FCy1~ FJ' x 1 8" RAD Fy oGO4 ~ 1 1 I/2' S 8 SURFACE OF 1 ~~e >n __L SE T
~ ~C11NT SEALER SIDEWALK 2 EXPANSION JoINr o ~ - - - - - - - C TOP SECTION B-B V
~ _ v rr ~~m 134` 214' z
r ~ D ~ ---WATER FLOW SAG WATER FLOW °Q ~ ~ O O Op `4.5' 4 (MIN.)
2 v . o, v . F, Y (n Z o..a~:. ~'.,e';•'o;.e'•;•'o`:e'•'•', , ;••o:•a~'~•~>',•a`•;' o1•a';'~oe' 'o J m ~ (n SECTION A-A I~ Z = W O PIPE OR DITCH
O ~ 1 2" JOINT WIDTH b ' Q O " „ „ ~ D / JOINT FILLER ~ ~ z Ln TYPE "F" TYPE "E" TYPE G _ o _ _ ~ OUTLET Z U
Fez Z ~w O~ TYPE E o T =SIDEWALK THICKNESS sIDEwALK o p to ~ Z ~ ~ Q 3 Q ~z0
fT1 A t 2' EXPANSION JOINT ~ D D O P RAISED FLOW ARROW 2 3 4` 234' °Q° ~ ~
a TRAM - SEE sro. 8x6.01 o z D RAISED FLOW ARROW 1/16 HIGH I ~ SVERSE L--XPANSION JOINT ~ ~ A --'I ~ 0 234' ---'1 ~ 2H:1V SLOPE NATURAL GR _L ° ° Q OUND
o IN SIDEWALK PLAN VIEW Q L,J D ~ o Uls' HIGH ~ ~ H- ~ O a a mD aW oDo 0 0 ~ N ~W° N o ~ Q 1 MIN.
1 /2 EXPANSION JOINT O z y N 1 i zQ~ ~ " Q ~ ~ Z
D z 3 8" WIDE x 1" DEEP GROOVED OR r O Dpi 112' ~ ~ 2 SAWN JOINT TO BE FILLED = Z 't z c I ~ ~ Z n •
c TAO O n ig° BUILDING WITH JOINT SEALING COMPOUND ~ 2 I ~ / 0 0 J O CLASS A RIPRAP 9 THICK
O ~ WALL, ETC. ~ W O ~ O 1 8' ~ ~ W w W/ FILTER FABRIC . 134" ~
1 8" RAD 1 8" RAD z D O O P 1 II2• N q 1 3 4 ~ D:td•!' D'.•d•,' O'..d' p',.d.!• D;~.d:'•', ~•'s - 1 1 2" I4..~ I~ r I 112'R ZQ / w~~
C11 1/a ~ p
o PROPOSED ;:p:..::b:.. :s~'~ ~:o~" :;o:.. •:o:., •,,o... 1112 111, 1/8" - 1 III- ~ W A
cu PROP. C&G • o ~ SIDEWALK I 112' -'I PREFORMED SCOUR HOLE
T 1 I/2` 1 3 4 SECTION A-A 1 HEET 1 OF 1 Q 7 g" NTS
848.01 DETAILS SHOWING ,DINTS IN CONCRETE SIDE A SHEET 1 OF 1 SHEET 3 OF 3 PE - F W LK SECTION A-A SHEET 3 OF 3
m 848.01 840.03 TYPE G M SECTION o 840.03
U
O
LL
m
3
eRO3acr xo. MIH-.01010
O O
O e1>~>rat~: MIH01010-DT3
O 2
i--i D&S[GN$D BY; BGS
0 DRANN BY: KAS
0 SCALE: NTS
t DATE: 3-20-02

c m SAEET ND.
X
JiMcADAMS FINAL DESIGN NOT RELEASED FOR CONSTRUCTION

- rT d~ 6'-0' o~ d~
~ Z 3' 'B BARS @ ll' CTS. 3' H-} ~-1 Z d~
Q ~ `"~~v, ~ Q~3 v, o ~r SOLID COVER SHOWN PERFORATED, PERFORATED AVAILABLE ?N _ - QQ¢ z IF SPECIFIED.
f-3 ~ COVER SHALL STATE USE a ti+j z AH?? OF SYSTEM a ~-+~=v D?~~N (LE.~ SEWER, STORM DRAIN, ELECTRICAL) aF-3 .
C ?DC~I j ?~Vi= ~ ~=D ~ -H ~~~~~Z f'Z =-I Q ?Q'2U
1 ~Z~ ~ 4W16' wQQli= ?~DnPI = Vl ? v I- U L7 = Z D ~N2 'f'1 ~ D ~ IiJ?~Z Qz = ~ ~ TOP DF COVE LJ L~ ~T1DnfT1
~'-~~~~1 ~ X X Q ~?W ~ =t~1a7p =fir-, o `D ZJ ZH~?TI W' =v~o? A m A ~~ao~ A
~ " DNWEL "C ~o~~ ni~Z GENERAL NOTES - ~ ~ Z J Z'-' ~ TI Q CC a,~?a ~Ll?H ~2H-ZW
~D a ? H - £DD ST BILL ~F MATEI ~ oc D ~ ANDARD OR JUMBO BRICK SHALL BE USED FOR WALL CONSTRUCTION . ~F MATERIAL ??H~ . 2AZ N~ ?Q z ~ £~D B B ~~`H
o dQ MATERIA~NCRETE BRICK DR BLOCK ARE OPTIONAL WALL CONSTRUCTION z ~ w o z BAR QTY, SIZE LENGTE H~ DD ??H , _ ~ U
PRECAST UNITS MADE OF CLASS 'AA' CONCRETE MAY BE USED IN LIEU A B #5 1'- UPTIONAL MANHOLE ml 5'-9 3I8' PLAN OF BRICK MASONRY CONTRUCTION, DESIGN OF PRECAST U QTY, SIZE LENGTH WEIGHT wQ ~o B AS 1'- 9, Z ~ A ~ ~ Ifs w Q,1 C
NITS SHALL B 14 Y5 5'-~ sEE GENERAL NarES (WITHOUT TOP) BE SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION, c 52 r4 -41v16 FOR PLACEMENT AND ALL Y 14 k5 14 YS 5'- 80. I/~' ~ ~ 52 Y4 -41V16' 48,3 BOTTOM OF COVER llr
~ STEEL ]NFaRMAT[aN 7' 7' SEE STANDARD 840,54 ADJUSTMENTS TO WALLS, SLABS OR REINFORCING MATERIAL SHALL 6 11 3, O ~ 6•_p. HOOK 4 7/16' RABIBS d H[JGK FOR MAN11alE COVER & FRAME X ~ BE INCLUDED IN THE UNIT PRI STEEL TOTAL V O U© 14 k5 6'-11 3/ ' 101,5 ~ I
CE BI? FOR EACH UNIT, EIGH' ~ D ? FINISH GRADE BRICK MAY BE USED TO ? ~ ? ~ STEEL TOTAL VEIGHT 239, 1' R,
~ z PLA'J ~F TDP SLAB ADJUST FRAME & COVER ~ ~ q A D ? THEfONAL MANHOLE SHALL BE INSTALLED IN POSITION AS DIRECTED BY CU. YDS. CLASS 'AA' CONC, C Tl c1 - " ro SURFACE ELEVATION MAx, r ? Z ~ Z ENGINEER, ALL REBAR CROSSING THIS OPENING SHALL BE CUT OR CU. YDS. BRICK/FT. HT. (B') CLASS 'AA' CDNC, 2.6 ~ LJ ~ ~ ~ ; BRICK/FT. HT. (B') 0,53 0' Q D f'1 PLAN pF OVER (y ~ a'
~ r Y BARS _ w z ? C ~ ? BENT TO ALLOW 2' MINIMUM CONCRETE COVERAGE, THE OPENING SHALL ~ n ~ 6• BARS e 11 v4' crs. 6' BAR DIMENSIONS ARE OUT O OUT aNCRETE TUP SLAB ? ~ r BE ENCLOSED WITH 8 'A' BARS TIED TO THE REBAR MAT AND SET SO A CU. YDS, BRICK/FT. HT. (12') BRICK/FT. HL (12') 0,84 ~ z J z ~ ~ w ~ ~
~ 'B' BARS ? H Q ~ C-J MINIMUM OF A 3' CONCRETE COVERAGE IS OBTAINED, REFERENCE STD, £ ~ I ~ Y-0' r.`,a1,r•'':' Z Z vi N0. 840,54 FOR MANHOLE INFORMATION, ? _ ~ PLAN DF FRAME o ~ a ' ~Hq O a a
~ ~ DOWEL 'C' 3 U ~ ~ JUNCTION BOXES OVER 3'-6' IN DEPTH WITH MANHOLES SHALL REQUIRE z~z r-uvr w ~N a = zU n ~ Z
QZ~ -If~l STEP S TO BE PLACED ON 1 2 CENTERS, REFERENCE STD, N0. 840,66, 3 U f'l ~ W C7 az~ ~ r-I U4' 3Q Zoo
b Z A ~ ~ ~ ~J Z DOWEL 'C' BARS SHALL BE SPACED AT A MAXIMUM OF 12' CENTERS, ~zD ~x ? 4-B' r-~Hd Q~~ ~D _ a7Z W i~ip0
f'1 Gl ~ ~ D•,' ~I N i ~ ~ ~ ? W ~ z D MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12', ~ ~J z 1' U 3M 311' m m q® Q,' I~' 0 0 Q cn D D ~ O F d~ u7
~ m v ~ ti Q z d ~ G1 ~ CONSTRUCTION OF W L d (o ~ ? 6' q 0_ SECTIONS 830, 832TH834UANDI840BOF THELSTAN IN ACCORDANCE WITH
~ C ~ ~ w w STEPS -SEE Q ~ L d DARD SPECIFICATIONS, ' z D ~ .p h ~ GENERAL NOTES ~ Q = D\ C ~ a Z~0_ ~ Q 4. ~ U~(c0
D ~ w c z 12' (/1WH ~zD a Q= D A TYPE #1 W O M ~ ~ Z D I ur a oD ~
Z-{Z .e. w P~3 Dn~ d`~? = Z~Z ? ' .~2, ~ 1PES SHOWN r-i v, w ~ ~ w t~ 3 3/~ ~ ~ ~ ~ £ ~ ~ C7 Uj 01
C z ~ _ _ c • v c SEE INSET 'A' FUR ILLUSTRATION ~ U W d ? Z ? 6,_8, ~I , ~ OWEL `C' PURPOSES ONLY J ,--i (/7 ? HUw nczi ~ z ~ W I~G,~
I- I inz ~7W? Cz~l d ~J ---I fTl~ ZW Z ? J ~ N ~ ~ 1'-10 $/8' ~ I t7 ~ ~ ~ ~1 ALTERNATE j ~
~ ? PLFN BASE SI AB INSET A w W Q o ~ ~ ~ X - CONCRETE BLOCK ~ m ~ w ~ ? w LL ~ f'l ~ SECTION B-B ~ ~ ~~~uu~~u~~~~
NOTE 1 SICTION 'B' OF THE PROPOSED WALL SHALL BE 8' THICK, X Q ~ ~ ~ 131P 2'-01/2' M W ~ p~~~ ~ CAR t~~~i ~ ~ INIMUM WEIGHTS LBS, ~4 G~~ ,r~
;ECTION 'A' SHALL BE 12' THICK, NOTE 2~ Il PROPOSED STRUC PURE EXCEEDS 12'-0' VERTICAL HEIGHT A ~ r-91/4' FRAME - 160 0~ ESS/
DESIGN WILL BE RI QUIRED FOR APPROVAL. 9' . ~ y: ;"-r,~'' NOTE 3 A'.L REINFORCING S EEL SHALL BE SINGLE MATT ` "t'" COVER - l20 ' ~ ~ ~ SECTION A-A TOTAL - 300 •
HE :T I aF2 EXCEPT DOUBLE MA f STEEL MAY BE USED IN LIEU Y' BARS e u 1/4' IIF HOOK BARS IN :'?ASE SLAB. SECTION X-X HEET1 aF2 HEET2 OF2 84034 CONCRETE BASE SLA (WITH AL SPECIFICATIDN 4
-8-- _ TOP) 84034 840,34 SHEET2 DF2 HEET l OF1 CLASS 30 IRON MEETING
z ~ ll'-6' SEE STD, q 838A5 FOR GENERAL NOTES ~(n 840,34 84054 TYPE #2 ASTM A-48 SHEETi DF1 ;I ~Q. ~ r~~ ~ 840,54 ~
!app " D' QQ 10'
r z =-1 B VI @ 9 FILL FACE ~ FILL FACE P' `~"~=U ~~z Hr ~<<~n~uM 'oL
~ D 9p' In, ww?~Z VAR ~ ~ ILL FACE p?~ ~ VI STR. FACE ~,~I A~oA~ Qa3
N~7 ~ Bp @ WING WALL 'V' @ 9' 'V'@ 1'-6' wQZ~S
~ _ r-6' 'Z' H Q z~ VAR R ~~i A D L`J?~Z Ll~DC71T1 °p. (n= = zD GENERAL NOTES: L,Jaz~=
T%~ iu ~ ~ a DIA, DRAINS @ 8' T4 H STOP t: £-~z ~ " ~ ~ s' ABOVE a WING WA N `~~woQ BAR „AR R » . I-ua?L7 ZH~?~I ALL CONCRETE SHALL BE CLASS A . a ~ H
DDD _ o ~ FLAW LINE a ?pN~ i7~?~ ALL EXPOSED CORNERS SHALL BE CHAMFERED 1". ~=~ZJ ~~z ALL DIMENSIONS RELATIVE TO PLACEMENT OF NULL°Q
z PED X-I iu ~ i0 T4 ~ F'~ NG Z I 6' N D D D A REINFORCING STEEL ARE TO CENTERS OF BARS. ? ? ~ ~ ' ~H STONE DRAIN CONSISTING OF ONE (1) CUBIC FOOT OF NUMBER 78M STONE CONTAINED IN A POROUS z A
• caNSr, JT, Bl 8' TS @ 6' ~ ~ ~ SEE NOTE 10 v, FABRIC SHALL BE PLACED AT EACH WEEP HOLE. SUBDRAIN FINE AGGREGATE SHALL BE PLACED ~ a
B 3'-0' ~ 10 O ~ ~i~ SECTILN - AA MIN ~ BENEATH, AROUND AND OVER THE STONE DRAIN SO THE STONE DRAIN IS COMPLETED COVERED BY A LAYER A ~ w
ELE ?ATI17N SECTION - BB x ~ ~ - I f ~ ~ ~ OF SUBDRAIN FINE AGGREGATE AT LEAST ONE (1) FOOT THICK. WHERE THERE IS MORE THAN ONE WEEP HOLE IN Z a F'l AWING WALL, A HORIZONTAL DRAIN OF SUBDRAIN FINE AGGREGATE AT LEAST ONE (t) FOOT SQUARE IN CROSS ~ ~ ~
H BILL aF MATERIAL FOR ENDWALL J 4n Z ~ ~ ~ ~ SECTION SHALL BE PLACED TO CONNECT ALL STONE DRAINS. A VERTICAL DRAIN OF SUBDRAIN FINE 3 ~ cv
'T REINF, STEEL 1 PIPE -J ~ SEE NOTE 10 2 o Z z ~'-6' 9' n ToP a, BorraM BAR SIZE LENGTH Q ~ ~ TI ~ ~ y~, _ NO. VFI(}li tY 3 -i AGGREGATE AT LEAST ONE (1) F00T SQUARE IN CROSS SECTION SH Q o N ALL BE PLACED AT EACH WEEP HOLE z ~ W I
~ ? sPA e 9• Bl #4 5'-6' 4 15 ? 3 Y - ~ ~ 'z• BARS IN LL q VAR PED X ING R VAR Z Cl TO AN ELEVATION OF TWO (2) FEET BELOW THE SURFACE OF THE EMBANKMENT. f~ a` d r~ W of
Z n ~ roP GF FoanNG B2 #4 4'-6' 4 12 Z ~ D~z ~ ~
Gl ~ = o ',o _ Gl #7 9'-8' 2 40 Z W ' ~ d ~ Hl #4 7'-2' 10 48 B' STOP BAR STOP BAR Air ?W~ t~~~
~ - T4 , 3 W r~ H2 #4 5 6 2 7 Q u7 VAR R D dHI L7 w= AZ H~F-
~ n Z q T H3 #4 3'-5' 4 9 ~ ~ ~ P~ D ~ Vi L.) G ~ ~ ~ Z i`
z D y, ;b 5, 11, 14 57 Q ~ a PROPOSED OR ~ n~ _j', q N2 #4 3 -5 8 18 U d ~ ~ ED OR ~?D a?cu ~ o z~z ~
~ ~ d e• Q Z FUTURE i ?nd Avao H ~ D ~ W i`
~ d o' SPA, @ 9' SPA, @ 9' FILL FACE T1 #4 14'-6' 6 58 A ? cu IDEWALK -I ~ ~ 2 Sf @ 2'-6' STR. V2, 2-V3, 2-V4 2-VS Z ~ K ~l A Q m W N WdtU ~Q ~
2 7/16• 'N' BARS IN TOP AND FACE ?-Hl, 1-H3 T4 #4 6'-9' 6 27 Q W (T1 £ 9• 3'-3' BaTTOM OF fUOTING ~ H- W H 4 SPA, @ t'-3' [ .L Ha T5 #4 2 -6 40 67 c~i A w awcn ~ ~ ~ 1 aoc~d Q~L~ ~ z
L; ~ Z PLAN FACE 3 HI, l-H2, ~-H3 V2 SPA, @ 1'-6' Vl #4 7'-3' 6 29 W L7 7 A z ~ z F~ y N ? D a ry ! F-1 ~ hd F1 z~ ,-?3 Wes, o
Z~ H2 H2 STR, FACE I U Z L J r~ 2 2, t-V3, i-V4, I-vs V2 #4 5'-10' 10 39 ~ AI
~ d ~ 4 i , 8' v. V3 #4 5'-0' 6 20 J ~ ~ L zl 4 0 ~ ? z~Z =zA E-+ ~a ~
£ 6 P ~ ~ Z2 3'-5' T V4 , Z ? 111 -VS Z I- 1 V5 #4 3 -2 6 13 W H w ~~Q O w x
I- ° Z3 z'-lo' 6' Zl #6 4'-8' 6 42 W ao ~ ? L~ ~ W cn H w A z a x ~ ~ W~A O
N (U I ; H1 6 7' ih "'T4 Z2 #5 4'-0' 6 25 ~ Hz a' u• 1._L- L~ s-N1 Z Z3 #4 3'-4' 6 13 ?z U ~Z
H3 2' 10' - '4-N2 o z ~ a O d I- ~ ~ , x
" "N " BARS 'Z" BARS @ 9 a HE(Tt aFe H BARS REINF, STEEL LBS, 555 NOTE. HANDICAP RAMPS S HALL BE INSTALLED £ ~ x _LED D w
8 38,39 WING ELEVATIDN sHEEr7 aF2 - CON,/R,C, CU. YDS 7.1 838,39 AT ALL INTERSECTIONS WITH r- ~ , ~ II/ 0
SIDEWALK ALf\ HEET 1 OF1 , ~ SHE l OF 1 83845 ~
83845 W
WHEEL CHAIR RAMP c
A 1/2° EXPANSION JOINT 1 2" EXP
/ ANSION JOINT LION JOINT
w ~ PROPOSED ~ PROPOSED OR a a OR FUTURE - 3 -4 - FUTURE
p SIDEWALK W SIDEWALK a ~ o ¢
I N I
~ - ~r . u7 p, I
N Q in GRASS BACK OF CURB ~ o STRIP ASS ZIP
a B
. B BLDG W 4' CRUSHED STONE FACE /1~
RES ED CURB . 37„ ~ , , 1/2' TOOLED CJ 1/2' PREMOLDED BITUMINOUS EXPANSION ~j
32 0~ SEE NOTE 2 2 & 11--~._ SCORING PATTERN JOINT AS SHOWN ON
CRITERIA FOR USf OF INSIDE PEDESTRIAN PED. CROSS WALK TOOLED EDCES ~rI/2' LAN (20' O.C. MAX.) N \ ~
STA JDARD ROLL I URB CROSSWALK LINE . a~ - ^
(10' MIN) VAR SLOPE NOT TO EXCEED 12:1 ~ Q
1, SINGLE } AMILI' OR DUPLE DEVELOPMENT. o o; u
~ » » 2. STREETS ARE SHORT L00' STREETS OR ~II-II~I~I~III-III-IIHl. -IIHII-II IH II~I~III~II• ~II_ I-III-IIHII I N D I Y-III III I F-III-III-I I ~-III-III-I I I~I I I-I - III I I ~I ~ I I III III III I
A W Y CUL DE SACS SERVING F MAXIMUM R 98X COMPACTED SUBGRADE
OF THIR'Y DWELLING UN11 > TYP. CONTROL JOINT IN UPPER 12" ~ EXPANSION JOINT COMPACTED ~
3. TRANSITION TO A STANDP tD SECTION SUBGRADE EJ AT WALL NOTED AS CJ ON PLAN NOTED AS EJ ON PLAN UPPER 12'~"'
5' ON ETHER SIDE OF A ;ATCH 6" BASIN 0 ~ FIRE HYDRANT. VARIABLE 5'-4'
STANDARD 2'-6" v ~ W W W y W W W -6u
4. STANDAI'D CURB AND GU TER WILL BE 1/2" EXPANSION JOINT CURB & GUTTER REQUIRE.) FROM PC TOP OF ALL 0 ' 8" 1/4" PER 1' 11TER y ~v y y y ,y y
CORNER`,. 4 12: " 3., R GRASS (VARIES) NOTE; R V ~Y ~V ~Y ~Y ~y ~V ~Y
1 2 6" 4" THICK CONC., 3000 PSI MIN. A
`c 5, THE MA)IMUM SPACING ~ SLOf 3 " "J B TWEEN CATCH PEf ~4 ,30^ 4 4 BASINS S 500' OR WHERI THE USE 1/2" BITUMINOUS EXPANSION JOINT A MAX. OF 20' O.C. AND
~ PROPOSED OR MAXIMUti' GUTTER FLOW EIUALS 10 , p3" WHEEL CHAIR RAMP g" 1'_g" WHENEVER CONCRETE WALK MEETS A FIXED OBJECTS (IE. CURBS, BLDG. ETC.)
CUBIC FEET PER SECOND. (CALCULATIONS ~ a ~ 28' 33 N FUTURE ARE REC UIRED WITH THE 'LAN AND EWALK r o SID
PROFILE REVIEW.) Q 'is, Z 6' JOINT TO JOINT
~ AREA CONCRETE = 250 S0. IN. ~ C' Q DEPRESSED CURB ~~~i 6. METER FOXES, VALVE BOi~S, MANHOLES, Q a UNLESS OTHER'MSE NOTED w
ETC. MU ~T BE 6.5' OFF T IE BACK OF 0 H ~
' CURB 01' BE ENCIRCLED I ITH A 6" 4 IS w 5" SMOOTH
THICK CONCRETE SLAB, 1, " ON ALL u, SIDES Of THE FACILITY. ~ TROWELED C.J.
rn 1, DRIVEWA (SLABS MUST U ILIZE STANpARD 30"
n CONCRETE FLARES OF EN RANCE. - - - a~ ' 6,. In
SUB„ CT TO APPROVA 11'-4" ~ ~ BY T iE CITY ENGINEEE PROPOSED OR ~ 5' , PRO]BCT N0. MIH-0101q
FUTURE GRASS OR CURB & GUTTER
a SIDEWALK 4'-0„ 3'-4" 4'-0" c. (VARIES) '~II~'''"~' MIH0101Q-QT4
~ TOP OF CURB it VAR SLOPE NO TO EXCEED 12:1 ~P OF CURB PLAN VIEW TURN-DOwN D8s>cx>an 'BGS
IT ~ Y CF U R H A M ST A A 3 0 0 . , . R L LE D U " R SIDEWALK DETAIL DRAwN 8Y: v A e
C / 6e CONCRETE WALK %
STANDARD WHEEL CHAIR RAMP SCALE: NTS SCALE. NTS
CURB GUTTER LINE ER LINE a+rs, 3-27-02
r DEPRESSED CURB
SECTION-BB SHEET N0.
n; C-15
MCADA FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION

_
5 1/32'
N See separate detail for =
Frome and Cover ~ NOTES, 1-Concrete strength 4000 psi min.
2-Refer to contract documents for } A
r~r ~ , /r~r pipe angles and elevations. WA 4
oTy v 8 ~ e~ 3-Standard joint, seal with putty type u plastic cement. Fed. spec. sa-c-153 o Plastic cement to bo used to fill lift
I c ~ ` 2'-0' o holes and gape lxlwaen pipe and -f ` ~ a FLOW a v ~ manhole; or o-ring type joint conforming 5/1 i=ii i i-i~T*~ i'- , i_ U NOTES: '
to ASTM C443-79, 1' ? SEE NOTE 3 5/16"
~ 4-Build brick invert and bench as 1/y 2, ' w a shown on 'typical brick sanitary 1. STEEL CASING PIPE SHALL BE FACTORY COATED IMTH BITUMASTIC. • p" ~ Q' U O
sewer manhole detail.' 2' 3' ~ 1' o x u G F~'I d' 2. SPIDERS SHALL BE SIZED IN ACCORDANCE WITH CASING PIPE AND CARRIER PIPE SIZES. THEY ~ z i
o I---4 1/2' ~ 1 9/16' m , a \ m 5" 3/B' SHALL BE SPACED AT TWO PER JOINT OF PIPE AND SHALL BE HOT DIPPED GALVANIZED OR ,n ~ ~
i A ~ n ~ 3/4' 3/B" e 3 6 1/2' BITUMINOUS COATED. THE SPIDERS SHALLL BE AS MANUFACTURED BY "SPIDER MANUFAC R ~ ~ ~ COMPANY OR APPROVED EQUAL. TU ING ~ a ~
0 o B' ~ CV ~,_Q,
~ ~ o
a D I5' COVER s"-- a'-D'-~ W' ~N
8^ x C7
3 bars ~ ° CONCRETE, A-615 44^ SIZING TABLE FOR CARRIER P ~T~ c IPES AND CASING PIPES BOLT, LOCK WASHER, FLAT WASHER AND NUT W Ca'C
MORTAR BLCCH 6 °p + FL I I OR BRICK o 'a e a hoc
c 1560PE 14 ~ 0 3/ " ' E 1 1/8' STEE 0 H ~ L(: NOMINAL L CASING PIPE SIZE (INCHES) ~ I CARRIER CARRIER PIPE rr x
~ ~ W.W. 712' F / ~4/ PIPE SIZE RAILROAD CROSSING HIGHWAY CROSSING W U ~ ~ ~ O e7
A.S.T.M A-18` m - VARIABLE 3/ (INCHES) OUTSIDE WALL WTSIDE WALL ~ ~
1'-0^~ RUSHED STONE o SECTION A-A 6 7/8' 2' CONC. DIAMETER THICKNESS DIAMETER THICKNESS STEEL ENCASEMENT PIPE Ch ~ ' 3 & UNDER 12,75 0.168 6.625 0.250 ~ W ~
A i f BASE 4 12.75 0.188 8.625 W A'' 0.250
X57 STONE BRICK II ERT ao 6 12.75 0.188 12.75 0.2 SPIDERS 50
n TYPICAL CROSS-SECTION 1/a' a 1/2' 3/6" a 8 16.0 0.219 16.0 0.250 ~~~su~r~rrry,r4~~ '
9. 18' ,o CAR I 10 20.0 0.281 20,0 0.250 ~N 0~ s'
NOTES 10 1 2' 13 5/8' 0 12 24,0 0.312 24.0 0.250 E~/
1 -INVERT SHAH BE EXPOSED BRICK, SMOOTH AND CLEANED BY BURLAP M ERtAL 28.0 0.375 28.0 0.312 16 30.0 0.4 06 30.0 0.312 A~
2 -WIDTH OF IN'vFRT SHALL MATCH INSIDE DIAMETER OF INCOMING & OUTGC IG PIPES. `L ® ..L 18 36.0 0.469 36.0 0.37 ANGLED SKID 24 5
PLASTIC STEP + 3 -BRICK INVERT SHALL BE FORMED AS SHOWN. CAST IRON STEP 20 42.0 0.562 42.0 0.500
1/4' 4 -ALL INVERT E EVATIDNS SHAll BE AS SHOWN ON APPROVED CONSTRUCT V PLANS. 73 ' 24 42.0 0.562 42.0 0.50 'R, INE~' 0
ti -BENCHES TO HE BUILT Ol1T OF CONCRETE, MORTARED BLOCK OR BRICK, iI4bE
rrrr4nU~~'Q1
BASE SLEEVE
1YPICAL MANHOLE INUERT DETAILS TYPICAL SCREW TYPEpVALVE BOX TYPICAL S TYPICAL PRE-CAST CONCRETE MANHOLE FOR 4° 6 FI TYPICAL SCREW TYPE VALVE BOX ASSEMBLY
AND 8 VALVES FOR 4" 6" AND 8" VALVES
PIPE ENCASEMENT DETAIL
III ~ a A
~~I I~ ~ I ~II II W z I I I I I, I FINISHED GRADE w a
' ~ tr ~ ~1 .Y SOLJD COVER WHEN REQUIRED I I ,~r.•,~ I I ~I I , ~ 1. CONCRETE SHALL BE 2500 PSI. O N N H I 2• CONCRETE SHALL NOT CONTACT \ \ \ ~ o 0
p h ~ STANDARD LETTERS UNLESS ~~oIM F mric ~ OF IIECWWICAL \ , ~ ~
+ , OTHERWISE SPECIFIED ~ 1/B BEND sF E~ ;i 3. ' /\/\l ~ ~ N TRENCHES SHALL CONFORM TO w I I STANDARD ~ a U! h
WATIR MAIN - 4' MIN. - I' COPPER 4. ALL BENDS AND INTERSECTIONS SHALL HAVE ~ CONCRETE THRUST BLOCKING ~ / ° i
- 4 - 1' HOLES 8' MIN. PIPE DIR. 8' MIN. EE STANDARD THRUST BLOCKING SCHEDULE
DETAIL "C-C° VARIABLE o: ' . / ° \
- 1" CORPORATION STOP TEE INTERSECTION
CITY OF DURHAM STAN, RD 0 o
CONCRETE WATER METE BOX TOP OF COYER -CONCRETE THRUST BLOCK W/1' C.I. TRAFFlC COV i, rl ~ ~Q
II w~ o w ~ it
I I H. I I ' I I ( ~
i~l ~ ~1 ~ FOR CURB AND GUTTEI LOCATE 1/2' R z I I METER BOX 12' BACK F CURB. ~ I I I I I 1 . I I I I) ~ U1 U vJ z I ~ t , NOTES: ~j?
PLAN I r I r....•.. e IXASS I, II, OR GI MAT~PLa1 . ~'~"'~i I I I I I FIRST JOINT ALL PIPE IN DROP I~-1 " Z 'o D.I. PIPE (TYP.) CONNECTION SHALL W H ~ ~1.~4t:,''.,y~i~.',:y.: I I
I } i': I BE DUCTILE IRON. I H aU
1/2 ° ~ PIPED ~,'..'r~ > .ti .'~'i. BOTTOM OF m VARABLE ~`~`"~'IC'.ri ~ !
MINIMUM AVERAGE WEIGHT , +.,..~1'''~ ~
RINC 190 ~ N0. 51 STONE ~ v 'r' VARIABLE r~i
1' ANGLE VALVE COYER 120 M I FORD AV 21-444 TOTAL 310 ~ a . I U
OR APPROV. EQUN. THRUST BLOCK AREA "'i ; r. ; • ~ i ~ ~ • y, ° x x
FlN. GRADE ~ ~ VAR
2'-1 1/4' 2" MIN. 1'-11 3/a" 45' BEND o O
BRASS PLUG 1'-11 1/2' 1'-90' BEND ~ ~
i 6' MIN, 1 1 2' =3 90' BEND y• W
3' CONCRETE ~ ' " BLOCKING
cRl HED oNE 7 I/2• a 3/a' 1• ~_I~-2 3/4 STANDARD N.C DOT X67 1/p~-r + TO TOP OF 0 STANDARD THRUST BLOCKING VIEWS ` " • , ; , PIPE. (TYP.)
- 1' CORPORATION STOP ~ 3 3/4' 1/E BEND 2 1/8'
WATER MAIN 1" COPPER T T 1'-10 1/4' 1/2'
4 3/8" 2'- 1/2'
ELEVATION REQUIRED BY ENGINEER.
2'-9 1/a'
BLOWOFF ASSEMBLY MANHOLE RING AN - FoR 4',B• ~ a• Marls D COVER TYPICAL PVC PIPE BACKFILL DETAIL TYPICAL SANITARY SEWER DROP MANHOLE DETAIL
PROPERTY
LINE
NEIY CONC. TO BE 3000 PSI
SAW-CUT 8 REMOVE 1' DIR. SMOOTH BAR IXISTWC PAVEMENT. HORIZONTAL 1 SIZE METER FOR FORD THRUST BLOCKING SCHEDULE 1 EXPANSION 3 C EC-1 I
BORE 116' DW, 1'-0' BASED P?E HYDRANT, PUMPER NOZZLE TO BE 1'-6. ON CEN ALONG CUT 6 K-SOFT I BASED ON TEST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET) 2 ANGLE VALVE AV92-313W AV92-444W
Pi RPENDICULAR TO STREET. EXIST. CONC. g• DOWELS USED AS REQUIRED 5 YOKE - Y- 4 V I
a O BY N.C.D.0.T. ~ ~ 4A - _ 0 V OR ~ ~I
" ° . ; ~ ONE HALF DEPTH CONC R ~ ~ ''A' ~ ~ • , T MEAVY DUTY COYER a a 7 H-9971 - I h h °p~ yo: B H-15485 -
0 \ ~ NEAVr DUTY TxEANOUr fioz w P u ~ ~ L c ~ ~ P a 1~` ~ ~ La ,A Q ~ o: 9 METER BOX CONC 3J CONC 65
6' COMPACTED \ HEAVY DUTY CONCRETE ~G~ y~ 0 ~ ABC STONE EXPANSION JOINT MAITRIAL AND ~
c ~ F r c:' ~ MASTIC SEALANT, AS REQUIRED 4 Q~ BY THE N.C.D.O.T. STANDARD SPECS. ~0 ~G ~ Y ~ ~ i; p pJ 0 0 yl y1 Go °O o o~ y1 1 0. ° o¢- a ~ o~ o ~ o~ ~ ~6 ~o° v ~ G ~ o° o ~ a O ~0 G ~ -l ° G / i ~s ~Q° n
~ SIDEWALK CURB dr '-0• 5~ 04 y~ ~1 ~F cv CUTTER BACI(FILL, TAMPED ) 4 1P p0 eY o°° c~ o° ~ p ~ 0 0' \G~ ~ 0° W ' ~ 0 ~1 P~ ~ 0 Q4 ? o ~ 0 0 y F ~ h V 0 ~ k y °G O d
~ IN 6' LAYERS. UNDISTURBED SOIL 6' PAVEMENT ~ d. ~ a A
rU • ~ % ~ ClEANOUT 80X IS 11 1 4! INDEPENDENT aF sHaRT LEHDTH aF CAST 22 1 r r, PIPE PIPE AND 7HERffORE IRON PIPE FURNISHED FOR 4 w z ° gad a ~ n 0 ~ o 2' 1 1 1 v~i ~ 3/ OR 1' a Q
CU 6' GATE VALVE r S IS FREE TO MDYE C1EWg1T BOX Z VALVE BOX W1H 1HE SEITLEMFNT , WATER o ~ WAT R CONNECTI N METER
a7 ~ ~ OF THE GRADE CONC. THRUST \ ~ COMPACTED BACKFILL BLOCK 4'-6' (?57 STONE J a a~ a,, n d 3 v 'G v 4 a.n z
m a oo ~ (TAMPED IN 6" UFTS) UNDER PIPE
rr7 CU >>J q F C C ~ W
CONCRETE PAVEMENT PATCH CAST IRON PIPING . (DUC11lE IRON) } 6' MIN. BRANCH PIPE ,.t. a 0 a ~
~ MAIN d. a
0 8•
~ S/8' GRIDDLE AOD NEW ASPHALT PROHOE PLUG WERE G0. IS OTHER THAN IN-INE, GR WERE REQUIRED 1 ROD COLLAR (OPTIONAL) TYPE I-2 FEATHER, TYP. 2 1 2 O J . O 4
~ VARIES 1 -O. 1'-0' 4S c~ 7 CU. FT. CRUSHED (REQUIRED) ~ 90' ~ 0 0
STONE MIN. PLUG 40,213 10 -CONC. THRUST BLOCKIN. _ WATER 40.213 10 21 25 5 5 10 41 5 METER
J ~ 2' ASPHALT ROW NOTES: REACTION BEARING ARE4 3'-0' MIN. PB01~Cf N0. NOTES: MIH- 101 0 0 iEACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A
o UNDISTURBED EARTH EXIST. SUB-BASE , ~ ' ~.'-p B" ABC STONE OR VERTICAL PLANE IN THE ' 6 +ERTICAL PLANE IN THE TRENCH SIDE AT AN ANGLE OF 90' TO THE THRUST VECTOR. 7 5 MIH01010-QT
`ti 6' BLACK BASE 0 ors rE~: i ~ EXTERIOR CLEANOUT DETAIL USE 8'-90' BEND VALUE S 1 -ALL CON BETE SHALL BE 2500 PSI MIN. j ` ` 1SE 8'-90' BEND VALUE FOR HYDRANTS FOR ADDITIONAL SAFETY FACTOR
~ \ SCALE: NTS g BACKFlIl, TAMPED , 6 oss<cr1aB Bx: BGS
2 -ALL HYDI 4Ni VALVES SHALL BE RODDED TO MAIN LINE. IN 6' LAYERS / \ UNDISNRBED SOIL o Diunq >3tr: `KAS
3 - CONCREI~. OF PAD REOIIIRFD ON All vni vcc NITCInr nr oe~irn ,rorr r. \\~i`:i~' r
0 4 - HYDRANT TO BE SET 18' FROM BACK OF CURB TO CENTER OF HYD NT OR 1.01 PIPE e L 4' TO 6' FlLTER STONE
r INSIDE Of RAW. / NOTES: scue `NTS
5 - HYDRANT TO BE LOCATED 10' FROM P.T. OR P.C. AT INTERSECTIONS NO ~ EE CITY OF = DRI4EWA1 STANDARD DETAIL FOR ASSEMBLY OF 3/4" OR 1" WATER CONNECTION pAT&-
4'-8' 157 STONE FOR TRENCHES AND PIE BEDDING L. UNDER PIPE FOR ADDITIONAL DETAILS. WITH 5/8" OR 1" WATER METER INSTALLATIO 3-20-0~ N
ASPHALT PAVEMENT PATCH SEIEET N0.
,o NOTE NOTE: LOTS SUATED ADJACENT TO SANITARY SEWER
x STANDARD FIRE HYDRANT INSTALLATION )ETAIL OUTFALLS MAY RELIEVE SERVICE LINES DIRECTLY FROM OUTFACE RATHER THAN FROM LINES UNDER
STREET, AWADAMS
FINAL DESIGN - ,'VO'1' Rr:LF,ASN;D FOR CONSTRUCTION

- - _ -
~ ~ ~ ~ h. C
I If I .w~r ~ ~ I ~ r ~ ~ ~ `s , ICI 1 1
I f I I ~ i I ~~x I ~ I l ___7 ~ I ~~F+,
r ~ 1 s ~ _w_ ~ ~ r r " ti. OA COMBINED STREET NAME (LUMLEY ROAD/SAGEBRUSH LANE ANO STOP 51GN
t W I , r" y ,moo i~UBLII U _m._- _.i.-, n..-.-...._.~-.. rt~~ 5 )
t4~ , i~ ~ ti f r ~ OB COMBINED STREET NAME (CEDAR GROVE DRIVE SAGEBRUSH LANE AN / ) D STOP SIGN
1 s © COMBINED STREET NAME (CEDAR GROVE DRIVE WHITE DOVE ROAD AND ~'ti ~ / ) STOP SIGN 1 t 1
~ ~ © COMBINED STREET NAME (CEDAR GROVE DRIVE BEAVER CREEK LANE / / )AND STOP SIGN
l l . ~ EO COMBINED STREET NAME CEDAR GROVE DRIVE STIRRUP LANE AND S r ( / ) TOP SIGN
FQ COMBINED STREET NAME CEDAR GROVE DRIVE MUDCAT LANE AN ' • ( / ) D STOP SIGN
~ I ~I I i G COMBINED STREET NAME T.W. A ~ ~ N
~..I ~ ~ I I I; ~ ' ~ I I ~ ~ ~ I I ~ ) O ( LEXANDER CEDAR GROVE DRIVE AND ST P r I / ) 0 SIGN • x a Q NO OUTLET (W14-2 0 0
9 ! I i ~ n- f i I ~ ' I t ~ i r
w ~ - ~ t ,J,~ ~ t_ a i-....~, ~ ,1 OI 25 MPH SPEED LIMIT SIGN ~ z I ~ ~ ~ ~
~ ~ . ~ ~ . I I w ~ s~ f x , _ r i' t M I I I 9 J STOP A ~ " o' ~ f ~ O BR x i , ~ ~
~ "'J r , ~ ROAD NARROWS (W5-1) ~ ' 1
' _,i i 4-~ r1 I \ a ~ NOTES: ~ - a
f t"` l 1 ~ ~ J 'S j 1 1..,., r Q M 'S ~ 1. ALL SIGNS, STREET MARKINGS AND PAVEMENT MARKINGS EVERYTHING CALLED OUT ON W ' a N
~ " . ~ ~ L., 1 42 e, ( ~ O THE SIGNING AND MA IN r RK G PLAN) MUST BE INSTALLED ON EACH STREET PRIOR TO THE
~ ~ 41 O 38 O 39 I ISSUANCE OF A CERIIFlCATE OF OCCUPANCY. d ~ 4 I ~ Boa
O 37 ~ 43 1 ~ ~ O 36 O 35 O TEDV D 3a Q O r ; ~ O 33 ~I 2TH a boo
0 4 P C R/11 TRAFFlC / 28 CHOKER 32 28 27 t E STREET NAME SIGN SHALL BE REFLECTIVE TO SHOW THE SAME SHAPE AND SIMILAR \ F d'!~ O ~ COLOR TH O BO DAY AND NIGHT. TH ly E LETTERS AND BACKGROUND SHALL BE OF ~ I
1 / t` ~ `i / i 31 CONTRASTING COLORS. ~ ~ ~ ~ ~ i W' U~=cQ
F; " v t ED GR 5 coN it ' J f 9 Q ETE ~ ~ 44 ~ ~ DR I ~ O 3. STREET NAME SIGNS SHALL HAVE WHITE LETTERS ON A GREEN BACKGROUND. Ga I I W
O 50 P I r DBLIC R S DEW (TYP.) 29 d ~ 4. LETTERING ON STREET NAMES SHALL BE 4" HIGH IN API O ' ~ O ~
f , + i ~ ~W k "'d' ` @~ ~ ~ row - y ---i-- ~ 26 I I C TAL LEVERS. O W , 4 I ~ ; ~ ~
$ M s~2 _ - - G ~ O r~s•~~\ J ~ ~ , aWp ~ ~ ~ ~ ~ 5. SUFFIX LETTERING TO INDICATE THE TYPE OF STREET SUCH AS STREET, AVENUE OR t ( "
i ~ ens \ 3D O I ROAD) OR THE SEC110N OF THE CITY (SUCH AS NW) SHALL BE IN LETTERING 2 HIGH. t t~''r~
i a ~ 45 D 72 ~ I 6. STREET NAME SIGNS 1MLL BE LOCATED ON TOP OF STOP SIGNS IN A STACKED POSI110N.
r O ~ ~ I,, J ~ ~ ~T r, / ~ J ;_i 3 4s ~ 25 , ~P . ~ O ~ , .
~ O , r i ~ t ~ 85 86 r i 7. STOP BARS SHALL BE 2' WIDE WHITE THERMOPLASTIC PER NCDOT SP IFl A ~ ~ i EC C LIONS. , p p~ d~ ul { I ~ ~ (Y ~ ..J ~
2~l ~ a O I 8. STREET SIGN H ~ ~ 4 ~
. ~.o~ ~ $ 47 88 ! ~ s O ~ ~t 73 .os ~ 1 O ~ 1 ~ z~r 71 ~ a ~ 24 i S S ALL SHOW BLOCK NUMBERS (OBTAIN BLOCK NUMBERS FROM CRAIG : U a- JOHNSON AT CITY ENGINEERING - 560-4328. ~ p z ~ ) Q ,
Mra ~ I' 1 89 ~ ~ ~'0<B j 1 :ti o
~ I 23 R~ ~ ~ , ~ O 23 dp O i N ~
~ 70 90 ~ 7a O i , R~ O ~'C~ 84 C ~ O 83
1 ~ ~ ~ O ' ~ 5 ~ i ~ iuuup 22
I ~ ( ~ , , i~ ~ ~ t 69 ~ ~ ~ 82 91 w I O 8 O i i
' ~ ti Mrf~ 1'Q " ' ; ~ 75 O r r 'fie s r
\ 62 ~ ~ ~ 68 O ' i 1 ~ \ i ~l i; ~
~ ~ ~~s,. ~ s ~ ~z~ ~ ~ 92 21 ~ ~
r ~ *4(` ~ 1 81 l O $ ~ 76 f G M 67 O l I f x ~_I
i A U .,i ~ O . .~,1 61 93 I a~ ~I I A A I
O O _ . ~ r ~ , { r ~ ~ 20 , , tia ~ w
sfi 1 ~ ~ 77 - - O O O I ~ a a O ~ N
w ~,ti ~ ~ ~ eo I 7 O .»~.-~o , h= 48 ® 94 Ir O O I ~
~ ~ ~ O O ,~.w. ~ g3 6p ~ 79 ~ I ~ cv 19 ~
65 O ~,w,, , O O / 49 ' -'--I I O I ~ a , --1 t
~ O ! ~ ~ - ~ ~ y i! i4
f 'w, ~ / 95 I '1 ~ 18 I
, ~ ~ / 50 H 64 59 ~ O O t ~ ' - ~ ; r i i
_ C , t I i q '
ICI ~ ~ v ~ ~ y ~ ~ ~ , U ~ ~ ~ ~ 104 96 ~ O A U ~ ~ D I ~ ~ I~ 17 I Z, .-i
" \ 58 ~1 ~S ~ O ~ ~ i i 52 lj ~ - ~ \ ~ ' I O I H,.I ~ ~ W ~
d , M ~ ~ \ ~ ~ ° ti 10 I W H~ Ii I
~ '~''9~«S ~ ~ ~ ~ ~ t BLIC STO O _ ~ j i : ~ , ~ ~ ~ DRAIN 57 V ~ ~ _N ~ / 101 ~~~z 1s , 1
GE EASEM T ~0 EUSE RIDER O I ~
f ~ 54 STREAM SUFFER / ~ i' r I ~ 56 / ' 55 O 100 r f • 4 I ! W ""'I'
1 O I I I ~ I 15 € ~ H ^ Ga
~ ~ ~ • ~ ~ ~ 99 ~ O I I ~ x I _pWw~,
~ ; ~ ~ ~ I~TF,.N]1(kd Ppup 106 ~ C ~ ~ ~ , , ~ 98 O , r ~ . ~ v,~ ~ r~ ~ xr~+~x
~ , .x ~ ~ _ 100 TEAR FLOOD PLAIN ~ ~ I ~ q
\ ~ FLOODWAY ~ . H ~ ~ , ' PROPOS ~ ~ ED 5 • ~ ~ ~i 14 I ~ ~ Z I F
SIDEWALK ALONG ~ ~ ~ u ~ ~ f ~ wx Ir' ; ~ ' 1 H ~ C7
EY ROAD 10 l GREENWAY EASEMENT ~ ~ 0 ~ - ' FRONTAGE TC BE DEDICATED AT TIME OF ~ ~ / 1 ~ f ~ - ~ i~ i a7 l~i r i 1 \
. i~~,~; i ~ FII:AL PLAT. HATCHED PORTION I' ~ ~ ® J 1 t 1 ~ i 0 ;tl ~ 1 n
< ~ ' OF EASEMENT ON CENTERPOINT ' x- X " ~ ~ " . / F ~ 1 ~ ~ ~ O p.i `G ~ I 1 . ; O 1 ~ /r r a
PFOPERTY TO THE WEST TO BE ~ ~ ~ ~ 4 DF )ICATED PRIOR TO CERTIFICATE ~ / 4 i ' r ~ ~ , i F / r
OF OCCUPANCY AS DESCRIBED ON ~ ~ 111 , r ~ l r~
~ ~ 1 Sf E PLANS FOR DEVELOPMENT ~ . ~g 11 1 ~
F ~ 113 O t , t r~ r i r I
r 1 ~Ky 2~~,1 1;' I t ~ ' i~ r 44 ~ IJ t
7 ~ i. ~ ~ ~ f r 't_;; 1 1 ~y ~ ~ ~ T i 1 c i 1
i ~ 1. j , i ~ ( ~ ; ~ i ~y..~ ~ 1 i t
r ~ t y l
! >~~:C 't 1 , ~ ~ , 1~? ~ ~ ~ ' O ~ ~ Q l ~
' 138,512.80 ~ \ ~ ~ ~ , SF ~ ~ ~ Q zw~ . 10 / ~ ~ r M~¦~ r~~ 1 11 O r l ~ ~,mf f 1
\x l ~ S ~ ~ i ( ~ i'~`~`- ~i 1` ~ I
V ~ OVE r r AR G R 1 ? ~ ~ ~ , ~ ~ C D ~c ,
PERENNIAL STREAi~ ~ r
(T'YRICAL) ti , ~ r I ~ 1
50 NEUSE STREAM ~ a ' - i i ' a ~ ! f'
w, UFFER ON 3 PERENNIAL STREAMS ~ ~A, , •"M f J i
NO BORDER AR01ND (TYPICAL) ` r I jr
STREET BLADE ti ~ G' r t J
t l l 1 ~ ; I O2 1 3 r r
STREET NAME . rn O ; i i ~ I I ® t a ~
TREE SAVE • . f 4 ~ r
96,527,69 SF ~ ' ~ ~ .
30"x30" WITH - ` p 1, ~ ' 1 11 1` ~ 1,~' ~ l 1f ' FI
8 EQUAL SIDES ~ ~ ,r1 ! if !
~ ~ ~ `M \ / ti ~ ~ ~ W
Q EXISTING 100 GREENWAY ' 112EE SAVE fI t ~ 36.468.49 r ~
Y EASEMENT DEDICATED ON 12/6/00 AS PART OF t ~ Y.
CENTERPOINT OFFICE WETLANDS 0
o DEVELOPMENT PHASE 1. DS ~ ~ r / / ; V ~ I~
(PB 151, PAGE 15) r n, ! ~
TYPE III BARRICADE Q ~ r / • ~ f r ~ rr, CITY OF
NCDOT STAN )ARD - DURHAM 1 ~i • ~ i PUBLIC WORKS DEPARTM
3 LB FT "U' 4' MINIMUM ~ rn ~ r 3' ' ENT f} ~ ' ,~•,t f -APPROVED-
~ CHANNEL PCT 45° . ~ . ' ~ ENGINEERING
DATE ' ti ,F'' r
8'-12' TYP, 0 ~ 1' ` STORM WATER ~ DATE
~ 3' ~ r TRAN P S ORTATION~MI~IS DATE 7 OZ h f
~ ~ f i DATE
a 60~ SPIKE THRU BAS INTO ASPHALT w MINIMUM ' ` i; .
, DATE r; 0.000
~ ~ ~ 20' TYP~ 0 ~ f, LINE TABLE ~ ! r
~ Z BASE DETAIL ° ~ L1NE IH M 01410-STR~ LINE BEARING DISTANCE 1'~
~ 1 L1 S 7T4T33" E 56.28 ~ n~cxsu sr:
= N L2 L2 S 7740'35" E 50.69 1 ,r` JMF
~ AI T~R(v~T~ noo~irr 4 1.iurTr crororc ~3 L3 S 7679'26" E 49.81 ».v o~. -
0 V WIIlIL JIIClf CJ L6 L4L5 L4 S 75 08'00" E 49.04 U MRL
a ti STREET /--STOP.. SIGN DETAIL TEMPORARY BARRICADE - L5 S 7351'44" E 50.44 seer : 1" : 100' L6 S 7234'05" E 57,30
NTS (SEE NCDOT STD, L7 L7 S 4928'00" E 41.28
DRAWING 1145,01) L8 r L9 L8 N 7833'25" W 35.87 DATE: 27f02 L9 S 7030'15" E 35.87 GRAPHIC SCALE
CURVE TABLE 100 0 50 100 200 SHEET NO.
CUR Vf Cl 1 6m C-17 CURVE DELTA RADIUS ARC CHORD TANGENT CHORD 8RG Cl 28'00'03" 1085.92 530.70 525.43 270.76 N 61'13'14" W 1 inch = 100 ft.
X f~ ~ FILE Cf
_ kaMeADAMS FINAL DESIGN NOT RELEASED FOR CONSTRUCTION

~ Q
O Z J O
Z ~ Q QOUO
d U = O
H
~?WOo i-oz=
V Z ~ ~ Q
~ X Q
U1 J I zap
o ~ v o
D CONSTRUCTIO DURHAM, NORTH PROJECT NUMBER: DATE: MARCH 27, 2
:ON PUNS
H CAROLINA
/R: MIH~O IOIO P~1ECT PHASING NOTES•
iF nus veotcr is ro ee corrsmucho iH PHASES, 7NE FplONiNG MUST OCCUR:
27~ 1. 7HE PHASES MUST BE CONS7RUC7ED IN
REVISED: MAY 15, REVISED: JUNE 10, 15, ZOOZ TMe sEwacE au,ur+m ~N n~esE rows
- 2 AN A~NALT HEADER. 18' NWE BY 18' DEEP
~ I O ZOO ~S 10 BE CONS7RUC7ED A7 7HE PHASE t~NE
~ f 3. CLASS 'A' PoP RAP APRON. 5' MBE X 10' LONG % 9' THICK
REVISED: JULY 11, ! I I ~ ~OOZ ~ TD ~ ~~~m AT 7lIE PHASE l1NE.
! ~oo~ 4. ~ ~ ~ASSEA6LY TO BE INSTALLED
REVISED: JULY 22,
5. A lOiORMY TYPE IM BARPoCADE IS TO BE COdSIRUCIED JUST W151DE THE PHASE LINE.
f SHEL~"~°:VlS'~
c-1 sr~ praiv
G2 EItOBION COh'1ROL PLAN
C-8 GRA~~tNG AND 3PORM DRAINAGE PiAN
C-4 TJC'_=~1X PLAN
OWNER
C-5 P'f1l,N & PIaOFlLE: SAGE BRUSH LANE. SfA 0+001I~tU STA 9+29.39
C-6 PLAN 8t PROFIILr: CEDAR GLOVE DRIVE, STA. 0+001i~tU STA. 12+00
~ M/I SCH0ITENSTEIN HO 4020 WESTCHASE BOU SU1TE 190 K HOMES, INC. c-7 pra~A~ . CEDAR GROVE DRNE, s~rn. iz+oo ~u srA. ~a+oo
Cr8 PLAT' ci~FIIE: CEDAR GROVE DR1VE> 3TA 24+001I~2U 3TA 31+97.22
BOITI.EVARD w~ nova Roan, srA. o+oo ~v sra. i+oi. is
G9 P'fAri 8t PROPIIE: BEAVER CREER IANE, STA, 0+00 Tffi2U STA 3+93.04
S1Il2RUP IANE, SfA 0+001i~2U STA, 1+50.00
RALEIGH, NOR1H GAROI y f IROLINA 27607 MancnT rte, srn. o+oo ~u srn. s+s4.~ C-10 PLAN ~ P~oFIIE: SAN. SEWER OLTIFAII. "A"
SAN. SEWER OUIFAIL "B"
SAN. SEWER OUIFAI.L "C"
Ro TAX MAP R 579-01-011H, 847-01-006. 647 _ ~6, 647-01-007, 647-01-OOGA G10A PLAN 8t PRpFQE: SAN. SEWER OiTiFAUS "D" & "E"
G 11 LiJMLEY RQAD WIDENIIQG/ALEXANDER DRIVE DRAINAGE
w IS77c 3Petlal Condltlons dAOa ~ sn~ya~ uemaxo°i~u~""xrs~.u~r ~ crQNDe \\'m. mwma~.crrcwwneue~.vm~.navaaem. ro 10
4fAp~+OVa1 C-12 POND DE1'AII.S
G18 DETi~II.S ~fi0910N CONl'ROIa
~T~~~ ~'i'~ G 14 DETAIIS (STREET & STORM DRAINAGE)
' Cii~Vi DRIVBAT STA. 7i60.'l~ SIIa'Al[
i~armorsvuan~crffioarr~t s C-15 DETAIIS (STREET & STORM DRAINAGE)
C-16 DETAIIS (ITIIIIl~
Asa i roc,-r axe r~awscr C-17 SI(3NAGE AND NABBING PZAN
f DDAR~fi PHA88 L'tf1B BOPID A![OUNPTO
iiQAlm TO BE SVIVAII.YALiRE~ UPON
L
THE JOHN R. McADAMS
C 0 MPANY, I l~I C .
VICINITY MAp ENGINEERS/PLANNERS/SURVEYORS
i o_ pFryry 1 vr.i c
0 NTS
0 RESEARCH TRIANGLE PARK, NC FEB 2 8 2003
i P.O. BOX 14005 ZIP 27709-4005
S The John R. McAdam Co., Ino.
i a [phone]
C J
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
X

WArF
0, Michael F. Easley
Governor
William G. Ross, Jr., Secretary
_ .I Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
April 14, 2003
DWQ# 02-0012
Durham County
Don Fraley
M/I Homes, Inc.
4020 West Chase Blvd., Suite 190
Raleigh, NC, 27607
APPROVAL of 401 Water Quality Certification and Neuse River Buffer Rules and Minor Variance with Additional Conditions
Dear Mr. Fraley:
This replaces the Certification and Approval issued March 13, 2002. You have our approval, in accordance with the attached
conditions, to place fill in 125 linear feet of perennial streams, 0.24 acres of wetlands and 13,502 square feet of Neuse Buffers in order
to construct the Lumley Road Subdivision in Durham County, as described in your revised application received by the Division of Water
Quality on January 24, 2002. Also, you have approval for an additional 1500 square feet of buffer impact and 30 feet of temporary
stream impact as described in your request for modification dated August 13, 2002. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification Numbers 3288 and 3402 and 3374, which can be downloaded
from our web site at http://h2o.enr.state.nc.us/ncwetiands . This Certification allows you to use Nationwide Permit Numbers 12 and 39
when issued by the U.S. Army Corps of Engineers. This approval is also valid for the Neuse River Buffer Rules (15A NCAC 2B .0233).
In addition, you should get any other federal, state or local permits before you go ahead with your project including (but not limited to)
Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also this approval will expire when the
accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project, you must
notify us in writing and you may be required to send us a new application for a new certification. If the property is sold, the new owner
must be given a copy of the Certification and approval letter and is thereby responsible for complying with all conditions. If total wetland
fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506
(h). For this approval to be valid, you must follow the conditions listed in the attached certification as well as the additional conditions
listed below:
1. The stormwater management practices as described in the revised plan set printed on February 28, 2003 shall be constructed and
operational before the first permanent building on the site is occupied. There shall be no changes to the drainage patterns or outlet
structures without written approval by this Office. A Minor Variance is hereby issued for the flow splitter and pre-formed scour hole at
Lumley Road and Sagebrush shown on plan sheet C5;
2. , Deed notifications or similar mechanisms shall "be placed on all-remaining jurisdictional`wetfands and waters or'areas withinU feet of
all streams and ponds. These mechanisms shall be put in place within 30 days of the date of this letter or the issuance of the 404
Permit (whichever is later). A sample deed notification format can be downloaded from the 401/Wetlands Unit web site at
http:Hh2o.enr.state.nc.us/ncwetlands .
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within 60 days
of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 150B of the North Carolina
General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have any
questions, please telephone Steve Mitchell in our Raleigh Regional Office at 919-571-4700 or Cyndi Karoly in the Central Office at 919-
733-9721.
Sincerely,
?r
Alan Klimek, PE
Attachments
cc: Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
Central Files
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Page 2 of 2
File Copy
Norton Webster, P.10. Box 33068, Raleigh, NC, 27636-3068
020012
Kimley-Horn
and Associates, Inc.
March 28, 2003
WHLANDS/ 401 GROUP
MAR 2 R ?003
WATER QUALITY SECTION
Mr. John Dorney
NC DENR/Division of Water Quality
Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Ligon Mill Road
Durham County, North Carolina
Dear Mr. Dorney:
Kimley-Horn and Associates, Inc. on behalf of our client M/I Homes, Inc. is
requesting reopening of the above referenced project. A letter was submitted to
the client stating that the application was considered withdrawn. A letter dated
September 23, 2002 was faxed to Mike Horan requesting the project remain open
until all permitting issues could be resolved (See attached letter).
Included with this letter are the stormwater plans with the calculations for
review. A revised set of plans were submitted to your office on October 27,
2002. These plans were never reviewed, because the permit number was not
included with the plans.
Please reopen the above reference 401 application and review the set of
stormwater plans and calculations.
If you have. any questions, please call me at [phone]. Thank you for your
attention to this matter.
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.

Norton Webster
Environmental Scientist
Attachments
P.O. Box 33068
Raleigh, North Carolina
27636.3068
¦
TEL [phone]
FAX [phone]
? ? ? Kimley-Horn
and Associates, Inc.
September 23, 2002
Mike Horan
NC DENR/Division of Water Quality
Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Lumley Road
Durham County, North Carolina
Dear: Mr. Horan:
Do not withdraw the above referenced 401 application. The project is still active
and comments are being addressed. If you have any questions, please call me at
[phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
¦
P.O. Box 33068
Raleigh, North Carolina
27636-3068
¦
TEL [phone]
FAX [phone]
TIE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Norton Webster
Kimley Horn & Associates MM ANDS /401 GROUP
3001 Weston Parkway
AR 2 9 2003
Cary, NC 27513 'AI ** FEDERAL EXPRESS **
[phone] WATER QUALITY SECTION
Re: Alexander Crossi
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
7 sets Revised Construction Drawings
3 sets Stormwater Calculations

These are transmitted as checked below:
? As requested ® For your use
? For approval ?
? For review and comment ?
Remarks: Norton, Enclosed are the plans and calculations required for submittal to Todd St. John.
Please call me if you have any questions or need anything else.
Date: February 28, 2003
Job No.: MIH-01000
Copy to:
Signed:
\ ? n P. Eakins, PE
Land Development Group
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com

WETLANDS 1401 GROUP
MAR 2 8 2003
WATER QUALITY SECTION
ALEXANDER CROSSING
DURHAM, NORTH CAROLINA
STORM DRAINAGE AND LEVEL SPREADER
CALCULATIONS
MIH-01000
February 28, 2003
??4??ecaes?ee`da??
2`113
I'II_
THE JOHN R. McADAMS COMPANY, INC.
Consulting Engineers/Planners/Surveyors
Research Triangle Park, North Carolina
Alexander Crossing
Durham, N.C.
Diffused Flow from Pipe Outlets
This project has a total of six storm pipe outlets. These outlets are located up to 140 feet
from Neuse River buffers at the site. All six outlets have been equipped with structures
to promote diffused flow into the buffers.
The outlet along Alexander Drive, the outlet along Lumley Road (both on sheet C-11)
and the outlet south of Lot 113 (sheet C-7) have been equipped with level spreaders. The
flow to the stream adjacent to Lumley Road is diverted in structure CI-D2 so that the 1
inch per hour runoff is diverted to a level spreader and the remaining flow is diverted to
the stream.
The outlet from the pond (sheet C-12) and the outlets west of Cedar Grove Drive north of
Lot 1 (sheet C-8) have been equipped with pre-formed scour holes for diffused flow into
the buffer.
The outlet west of Cedar Grove Drive and south of Lot 71 is channeled into the detention
pond and does not flow directly into the buffer.
Supporting calculations for this project are included.
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Project
Project No.
Date
Design by
Level spreader design storm
Design flow to level spreader
LEVEL SPREADER DESIGN WORKSHEET
Alexander Crossing
MIH-01000
Calculate depth of flow over level spreader
Level spreader length
Level spreader lip elevation
Level spreader depth
Weir coefficient
Depth of flow over level spreader
Depth of flow over level spreader
Pine data
February 26, 2003
J. Eakins
1.00 in/hr
1.3 cfs
10.0 ft
365.00
0.50 ft
3.00
0.12 ft
1.5 in
To level spreader Into diversion structure
Pipe diameter 8 in 15 in
Pipe material PVC RCP
Manning's 'n' 0.010 0.013
Upstream invert 365.70 366.10
Downstream invert 364.50 365.70
Length 76.0 ft 44.0 ft
Calculated Constants
Pipe flow area 0.35 sq ft 1.23 sq ft
Wetted perimeter 2.09 ft 3.93 ft
Hydraulic radius _ 0.17 ft 0.31 ft
Full-flow velocity 3.7 ft/sec 1.1 ft/sec
K (pipe characteristics) 15.7 64.6
Calculate Friction Losses
Friction slope
Friction loss
Calculate Contraction Losses
Contraction loss
Calculate Entrance Losses
Entrance loss
Calculate Bend Losses
Bend angle
Bend coefficient
Bend loss
Total Losses
HGL in structure thru pipe to level spreader
Bypass pipe from structure at elevation
0.0068
0.52 ft
0.05 ft
0.01 ft
0 degrees
0.00
0.00 ft
0.58 ft
365.70
365.75
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Alexander Crossing Date 26-Feb-03
Project No. MIH-01000 Designer J. Eakins
Outlet ID From CI-D2

Outlet flowrate 9 cfs
Pipe diameter 15 inches
Number of pipes 1
Pipe separation 0 feet
Outlet pipe slope 1.34 percent

Figure 8.06.b.1
25
Zone ..-

..

20
- ,
-
- -
-
-
j
-
61.
y
15
._ _" Zo ne..5..
e ..... ,
10
>
Z
one.A...

5 Z0 ae"1. Zo ne 3

0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above = 2
Outlet pipe diameter 15 in. Length = 7.5 ft.
Outlet flowrate 9.0 cfs Width = 3.8 ft.
Outlet velocity 7.6 ft/sec Stone diameter = 6 in.
Material = Class B Thickness = 22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
--------- -- --
3 ! Class I
13
22
8 x D(o)
3 x D(o)
4 ,: Class I
- a-. ---- -- 13
--- 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special stud required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Design of Riprap Outlet Protection-022603.xls
2/26/2003
f
W ENNDS1401 GROUP
MAR 2 ,4 2003
WATER QUALITYS
ECTIpN
ALEXANDER CROSSING
DURHAM, NORTH CAROLINA
STORM DRAINAGE AND LEVEL SPREADER
CALCULATIONS
MIH-01000
February 28, 2003
a°Q??eoatd?et®e?d?
Af,
0
2Q`?3
VV
i
THE JOHN R. McADAMS COMPANY INC.
Consulting Engineers/Planners/Surveyors
Research Triangle Park, North Carolina
Alexander Crossing
Durham, N.C.
Diffused Flow from Pipe Outlets
This project has a total of six storm pipe outlets. These outlets are located up to 140 feet
from Neuse River buffers at the site. All six outlets have been equipped with structures
to promote diffused flow into the buffers.
The outlet along Alexander Drive, the outlet along Lumley Road (both on sheet C-11)
and the outlet south of Lot 113 (sheet C-7) have been equipped with level spreaders. The
flow to the stream adjacent to Lumley Road is diverted in structure CI-D2 so that the 1
inch per hour runoff is diverted to a level spreader and the remaining flow is diverted to
the stream.
The outlet from the pond (sheet C-12) and the outlets west of Cedar Grove Drive north of
Lot 1 (sheet C-8) have been equipped with pre-formed scour holes for diffused flow into
the buffer.
The outlet west of Cedar Grove Drive and south of Lot 71 is channeled into the detention
pond and does not flow directly into the buffer.
Supporting calculations for this project are included.
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RzQ?QQA?A?
LEVEL SPREADER DESIGN WORKSHEET
Project Alexander Crossing
Project No. MIH-01000
Date
Design by
Level spreader design storm
Design flow to level spreader
Calculate depth of flow over level spreader
Level spreader length
Level spreader lip elevation
Level spreader depth
Weir coefficient
Depth of flow over level spreader
Depth of flow over level spreader
Pine Data
February 26, 2003
J. Eakins
1.00 in/hr
1.3 cfs
10.0 ft
365.00
0.50 ft
3.00
0.12 ft
1.5 in
To level spreader Into diversion structure
Pipe diameter 8 in 15 in
Pipe material PVC RCP
Manning's 'n' 0.010 0.013
Upstream invert 365.70 366.10
Downstream invert 364.50 365.70
Length 76.0 ft 44.0 ft
Calculated Constants
Pipe flow area _ 0.35 sq ft 1.23 sq ft
Wetted perimeter 2.09 ft 3.93 ft
Hydraulic radius 0.17 ft 0.31 ft
Full-flow velocity 3.7 ft/sec 1.1 ft/sec
_
K (pipe characteristics) 15.7 64.6
Calculate Friction Losses
Friction slope
Friction loss
Calculate Contraction Losses
Contraction loss
Calculate Entrance Losses
Entrance loss
Calculate Bend Losses
Bend angle
Bend coefficient
Bend loss
Total Losses
HGL in structure thru pipe to level spreader
Bypass pipe from structure at elevation
0.0068
0.52 ft
0.05 ft
0.01 ft
0 degrees
0.00
0.00 ft
0.58 ft
365.70
365.75
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project Alexander Crossing Date 26-Feb-03
Project No. MIH-01000 Designer J. Eakins
Outlet ID From CI-132
Outlet flowrate 9 cfs
Pipe diameter 15 inches
Number of pipes 1
Pipe separation 0 feet
Outlet pipe slope 1.34 percent
Figure 8.06.b.1
25
!: .Zone 7.

20 -
--- --+ ----
zw --
Zone.
6- -
15 - - ?
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u
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w ....

......

.................
......_ Z.a ne..4..,
ec

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Zone.2 ...

0 1 2 3 4 5 6 7 8 9 10
I
Pipe diameter (ft)
Zone from graph above = 2
Outlet pipe diameter 15 in. Length = 7.5 ft.
Outlet flowrate 9.0 cfs Width = 3.8 ft.
Outlet velocity 7.6 ft/sec Stone diameter = 6 in.
Material = Class B Thickness = 22 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
----------- -------
3 Class I --
13
22
8 x D(o)
3 x D(o)

Class I
4:
13
22
8 x D(o)
3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special stud required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Design of Riprap Outlet Protection-022603.xls
2/26/2003
r
ALEXANDER CROSSING
D URHAM, NORTH CAROLINA
STORM DRAINAGE AND LEVEL SPREADER
CALCULATIONS
MIH-01000
February 28, 2003
j%04%0110111 4#*

1--°THE JOHN R. McADAMS COMPANY, INC.
Consulting Engineers/Planners/Surveyors
Research Triangle Park, North Carolina
Alexander Crossing
Durham, N.C.
Diffused Flow from Pipe Outlets
This project has a total of six storm pipe outlets. These outlets are located up to 140 feet
from Neuse River buffers at the site. All six outlets have been equipped with structures
to promote diffused flow into the buffers.
The outlet along Alexander Drive, the outlet along Lumley Road (both on sheet C-11)
and the outlet south of Lot 113 (sheet C-7) have been equipped with level spreaders. The
flow to the stream adjacent to Lumley Road is diverted in structure CI-D2 so that the 1
inch per hour runoff is diverted to a level spreader and the remaining flow is diverted to
the stream.
The outlet from the pond (sheet C-12) and the outlets west of Cedar Grove Drive north of
Lot 1 (sheet C-8) have been equipped with pre-formed scour holes for diffused flow into
the buffer.
The outlet west of Cedar Grove Drive and south of Lot 71 is channeled into the detention
pond and does not flow directly into the buffer.
Supporting calculations for this project are included.
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LEVEL SPREADER DESIGN WORKSHEET
Project Alexander Crossing
Project No. MIH-01000
Date February 26, 2003 .
Design by J. Eakins
Level spreader design storm
Design flow to level spreader
Calculate depth of flow over level spreader
Level spreader length
Level spreader lip elevation
Level spreader depth
Weir coefficient
Depth of flow over level spreader
Depth of flow over level spreader
Pine Data
1.00 in/hr
1.3 cfs
10.0 ft
365.00
0.50 ft
3.00
0.12 ft
1.5 in
To level spreader Into diversion structure
Pipe diameter 8 in 15 in
Pipe material PVC RCP
Manning's 'n' 0.010 0.013
Upstream invert 365.70 366.10
Downstream invert 364.50 365.70
Length 76.0 ft 44.0 ft
Calculated Constants
Pipe flow area 0.35 sq ft 1.23 sq ft
Wetted perimeter ! 2.09 ft 3.93 ft
Hydraulic radius _ 0.17 ft 0.31 ft
Full-flow velocity 3.7 ft/sec 1.1 ft/sec
K (pipe characteristics) 15.7 64.6
Calculate Friction Losses
Friction slope
Friction loss
Calculate Contraction Losses
Contraction loss
Calculate Entrance Losses
Entrance loss
Calculate Bend Losses
Bend angle
Bend coefficient
Bend loss
Total Losses
HGL in structure thru pipe to level spreader
Bypass pipe from structure at elevation
0.0068
0.52 ft
0.05 ft
0.01 ft
0 degrees
0.00
0.00 ft
0.58 ft
365.70
365.75

Project
Project No.
Outlet ID
Outlet flowrate
Pipe diameter
Number of pipes
Pipe separation
Outlet pipe slope
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Alexander Crossing Date 26-Feb-03
MIH-01000 Designer J. Eakins
9 cfs
15 inches
1
0 feet
1.34 percent
Zone from graph above = 2
Outlet pipe diameter 15 in. Length = 7.5 ft.
Outlet flowrate 9.0 cfs Width = 3.8 ft.
Outlet velocity 7.6 ft/sec Stone diameter = 6 in.
Material = Class B Thickness = 22 in.
Zone Material Diameter Thickness Len th Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
-- - _._ -- i --- ----
5 Class II - ----
23 -
27
10 x D(o)
3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special stud required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Design of Riprap Outlet Protection-022603.xls
2/26/2003
i
WETLANDS/ 401 GROUP
MAR 2 R 200
WATE Since 1979
R QUALITYSECTION
THE JOHN R. McADAMS COMPANY, INC.
Alexander Crossing
Durham, North Carolina
Detention Pond Design Calculations
Project Number: MIH-01000
Designed By: J. Finch
Checked By: B. R. Finch, PE
Date: March 26, 2002 ??k GaRo
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027476.
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C I V I L E N G I N E E R I N G • L A N D P L A N N I N G • S U R V E Y I N G
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
Alexander Crossing
Detention Pond Design Calculations
General Description
Alexander Crossing Subdivision is located between Lumley Road and Southern Parkway,
just west of the intersection of Appling Way and Lumley Road in Durham, North
Carolina. The proposed site consists of the construction of 114 single-family residential
lots, along with the associated streets and utilities.
The proposed subdivision is located within the Neuse River basin and will therefore be
subject to the Neuse River regulations. The regulations state that detention is required if
the 1-year post-development peak runoff rate exceeds the 1-year pre-development peak
runoff rate by more than 10%. Also, according to the City of Durham stormwater
quantity control ordinance 23-145a, the property is required to detain discharges to pre-
development peak flow rates if downstream facilities that are located between the
property line and the point where the post-development peak flow rate exceed the pre-
development peak flow rate by more than 10% are adversely affected in the 2- and 10-
year storm events. If detention is not provided, then the downstream facilities must be
upgraded to prevent adverse impacts.
This report contains calculations associated with the design of the dry detention pond for
Alexander Crossing subdivision. An approved stormwater impact analysis, dated March
28, 2001, has been previously submitted to the City of Durham detailing the negligible
impact the proposed development has on peak flow rates, as compared -to pre-
development, in the 2- and 10-year storm events. Therefore, the proposed pond was
designed to satisfy detention requirements in the 1-year storm event. Tables are included
in this report showing the analysis of on-site areas contributing to the pond. A summary
table is also included that details the pre- and post- development flow rates. It is
important to note that this site is not located within a watershed protection district, and
hence is not required to provide facilities to treat all impervious surfaces for 85% total
suspended solids (TSS) removal.
Stormwater Methodolo
? Using the Durham County Soil Survey, the predominate soil type for this site was
determined to be Hydrologic Soil Group `D'. SCS Curve Numbers were then
selected based on HSG `D' soils and used in peak flow calculations.
? The 1-year peak flow rates were computed in HEC-HMS by using an SCS Type II
rainfall distribution. A 24-hour rainfall depth of 3 inches was input for the pre- &
post-development calculations.
? Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-
HMS Version 2.1.3 for hydrologic calculations
? The time of concentration was calculated using the SCS Segmental Approach
(TR-55, 1986). The path was divided into segments consisting of overland flow,
concentrated flow, and channel flow. The overall time of concentration is the sum
of the individual segment times.
? HEC-HMS Version 2.1.3, by the U.S. Army Corps of Engineers, was used to
produce pre- and post-development hydrographs and pond routing calculations. A
rating curve and stage-storage function for the proposed pond was generated
externally and then input into HEC-HMS. The principal outlet structure for the
pond is a riser-barrel assembly consisting of a 48-inch diameter pre-cast manhole
riser and a 18-inch diameter O-ring RCP barrel. This structure is designed to pass
all storms less than or equal to the 10-year storm. All storms greater than the 10-
year storm will activate the emergency spillway that has been provided in the dam
embankment.
? Anti-flotation calculations were performed on the riser structure in order to ensure
enough concrete was provided to guard against flotation with a minimum 15%
factor of safety. In addition, the riser sections for the manhole are to be securely
fastened together to prevent separation due to buoyant forces.
? A velocity dissipater is provided at the principal spillway outlet to prevent erosion
and scour in this area. The dissipater is constructed using riprap and woven
geotextile filter fabric. The filter fabric is used to minimize the loss of soil
particles beneath the riprap apron. The dissipater is sized for the 10-year storm
using the NYDOT method. It is a permanent feature of the outlet structure.
? On-site topography was obtained from a survey performed by The John R.
McAdams Company; any off-site topography was from Durham GIS.
? PondPack, Version 7.0, by Haestad Methods, was used to generate the rating
curve for the pond outlet device.
? Two-rating curves were generated for the proposed outlet structure. The first
rating curve was generated for use in the routing of the 1-, 2-, and 10-year storm
events. No tailwater is expected during these storm events hence this rating curve
did not consider tailwater effects (i.e. free outfall). The second rating curve was
generated for use in the routing of the 100-year storm event. During the 100-year
event, tailwater should be considered on the downstream side of the dam.
Therefore, this rating curve considered a tailwater elevation of 358.00, which is
the 100-year flood elevation for the area downstream of the outlet structure (see
included flood map in section titled "Background Information" for details)
Summary & Discussion of Results
The table shown below demonstrates the 1-year post-development peak flow rate is less
than the 1-year pre-development peak flow rate. Therefore, this detention pond satisfies
the detention requirements as imposed by the City of Durham Neuse River regulations.
Please refer to the next few sections of this report for supporting calculations.
2
Detention Pond Information
Top of Dam Elevation = 360.5 feet
Riser Diameter = 48 inches
Riser Crest Elevation = 359.00 feet
Barrel Diameter = 18 inches
Barrel Invert = 354.5 feet
Drain Pipe Diameter = 4 inches
Drain Pipe Invert = 354.60 feet
Emergency Spillway Length = 80 feet
Emergency Spillway Crest Elevation = 359.90 feet

1-Year Storm Results
Peak Elevation = 358.91 feet
Pond Inflow = 30.2 cfs
Pond Outflow = 0.9 cfs

10-Year Storm Results
Peak Elevation = 359.85
Pond Inflow = 58.3 cfs
Pond Outflow = 20.5 cfs

100-Year Storm Results
Peak Elevation = 360.32 feet
Pond Inflow = 88.0 cfs
Pond Outflow = 81.8 cfs
Summary of Drainage Areas :
PRF.-DF.VFT.OPMF.NT
Total Pre-Development Drainage Area = 45.13 acres
On-site Wooded Area = 45.13 acres
Composite SCS Curve Number = 77
TO POND
Total Pond Drainage Area = 13.44 acres
On-site Impervious Area = 1.74 acres
On -site Open Area = 7.25 acres
On-site Lot Impervious Area = 3.10 acres
Off-site Wooded Area = 1.35 acres
Composite SCS Curve Number = 86.2
POND RVPASq
Total Pond Bypass Drainage Area = 33.04 acres
On-site Impervious Area = 1.95 acres
On -site Open Area = 22.41 acres
On-site Lot Impervious Area = 8.68 acres
Composite SCS Curve Number = 85.8
3
Background Information
Exhibit 1
Depth-duration-frequency data for selected cities
(Tabulated values are precipitation depth [in])
Location Return 5 min 10 15 30 1 hr 2 hr 3 hr 6 hr 12 hr '24 hr
Period r min min min
Asheville, NC 2 0.46 0.73 0.91 1.35 1.80 2.02 2.24 2.80 3.30 3.80
5 0.53 0.87 1.10 1.66 2.26 2.55 2.84 3.59 4.26 4.92
10 0.59 0.97 1.23 1.89 2.58 2.92 3.26 4.14 4.92 5.70
25 0.67 1.12 1.43 2.22 3.04 3.45 3.86 4.92 5.86 6.80
50 0.74 1.24 1.59 2.47 3.39 3.86 4.33 5.52 6.59 7.65
100 0.80 1.35 1.74 2.72 3.75 4.27 4.80 6.13 7.31 8.50
Charlotte, NC 2 0.46 0.76 0.96 1.31 1.67 1.87 2.07 2.59 3.04 3.50
5 0.54 0.89 1.13 1.61 2.10 2.35 2.59 3.20 3.75 4.31
10 0.59 0.98 1.26 1.82 2.41 2.68 2.95 3.64 4.26. 4.88
25 0.68 1.13 1.45 2.13 2.84 3.16 3.47 4.28 4.99 5.71
50 0.74 1.24 1.59 2.37 3.18 3.53 3.88 4.77 5.56 6.36
100 0.81 1.36 1.74 2.61 3.52 3.90 4.29 5.26 6.13 7.00
Greensboro/ 2 0.48 0.74 0.92 1.25 1.60 1.81 2.02 2.55 3.03. 3.50
Winston-Salem, NC 5 0.55 0.87 1.09 1.55 2.02 228 2.54 3.19 3.78 4.36
10 0.60 0.97 1.22 1.76 2.32 2.61 2.90 3.64 4.31 4.97
25 0.68 1.11 1.41 2.06 2.74 3.08 3.43 4.29 5.07 5.84
50 0.75 1.22 1.55 2.30 3.07 3.45 3.83 4.80 5.66 6.52
100 0.81 1.34 1.70 2.53 3.40 3.82 4.24 5.30 6.25 7.20
Fayetteville, NC 2 0.49 0.82 1.05 1.47 1.90 2.11 2.32 2.85 3.33 3.80
5 0.56 0.94 1.21 1.79 2.39 2.67 2.95 3.66 4.29 4.92
10 0.61 1.04 1.34 2.02 2.74 3.06 3.39 4.22 4.96 5.70
25 0.69 1.18 1.53 2.36 3.23 3.63 4.02 5.02 5.91 6.80
50 0.75 1.29 1.67 2.63 3.62 4.06 4.51 5.63 6.64 7.65
100 0.81 1.41 1.82 2.89 4.00 4.50 4.99 6.25 7.38 8.50
Raleigh/Durham, NC 2 0.48 0.79 1.01 1.35 1.70 1.91 2.12 2.65 3.13 3.60
5 0.55 0.92 1.18 1.64 2.12 2.40 2.68 3.38 4.02 4.65
10 0.60 1.02 1.31 1.85 2.41 2.74 3.07 3.90 4.64 5.38
25 0.68 1.17 1.51 2.16 2.84 3.23 3.62 4.62 5.52 6.41
50 0.75 1.28 1.66 2.40 3.17 3.61 4.06 5.19 6.20 7.21
100 1!
.81 1.40 1.81 2.64 3.50 4.00 4.49 5.75 6.88 8.00
Wilmington, NC 2 0.49 0.84 1.09 1.58 2.10 2.36 2.63 3.30 3.90 4.50.
5 0.55 0.96 1.24 1.90 2.58 2.93 3.29 4.20 5.00 5.81
10 0.60 1.05 1.36 2.12 2.92 3.34 3.76 4.82 5.77 6.72
25 0.68 1.19 1.54 2.46 3.41 3.92 4.42 5.71 6.86 8.01
50 0.74 1.30 1.69 2.72 3.80 4.37 4.94 6.40 7.70 9.01
100 0.80 1.41 1.83 2.98 4.18 4.82 5.46 7.09 8.55 10.00
Elizabeth City, NC 2 0.48 0.80 1.02 1.40 1.80 2.04 2.28 2.90 3.45 4.00
5 0.55 0.93 1.19 1.71 2.24 2.57 2.89 3.72 4.46 5.20
10 0.60 1.02 1.32 1.92 2.55 2.94 3.32 4.29 5.16 6.03
25 0.68 1.17 1.51 2.24 3.00 3.46 3.92 5.10 6.15 7.19
50 0.75 1.29 1.66 2.49 3.35 3.87 4.40 5.73 6.91 8.10
100 0.81 1.40 1.81 2.74 3.70 4.28 4.87 6.35 7.68 9.00
HRAI . (11-21 Exhibits
.?,, ?. `.. : ti c_ <:r ice,,. ,.: s,..,./ .. i:• ? - r , ? ?- ?, .
7"
f 'r..?.• , yam. '?' M • .. '? ,gyp" C«''•?//:•?=(' Na. ; tf: l? • h ` a 1 ,j:
a? r-' - ?''v?r •;' ??.:! 3'°: sE: Wsc s
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1 fsB
' _ ? .. h ? :yam ._ , . ? Ws8 . W,?^ .:.' G+ ? •:.
' 4:? .y ? .MA.?r,.•. ! I ? ? - h' ?•?' ? _ '? C2 • f,^ t .?• ' `,?•?e ? ?. ? r ice ?- W5C v
-SE -70
/ ?!C" .r n r.la •,1. '•' is \tWvC2 ? ? :.:
'_:jt Grove Ws8 - ?.? :? .' _ e:
Irv
\C it ?,? r•? ^?' ?;:?? I i,. s *. - ,
F- TI t,
r liY .?.1.+•:. ' i? `• r'?f .. t ? ' ? ? ? ? • • pis'' W -,e' ? tr` . 'a
?-. 1 ' a<'Y ?J a??. .'fY???- ?,?? rirB J7? /. I) .l w YY ?- ? _ I '•C•?'M .
J 1 ?I' o-'ri'r . * ?a ISM, ar.•.. / 4T t".?.
'WSC ?',a-.. ?I 'y w1 :. 'a AFC !?`* ? ?.w SB•••' '
Wsc
??r?`.N' " ""'? - ?a _v, ?.?;? • ?'J(,]?'I[ ?4?' ?.Y• ?i -fir: 1'"'? ? A
?'ik +r?_r .1.' Ur ws6 g +r ( * Gut CrC
\.?\ o
SOURCE: Durham County Soil Survey - Map # 32
SCALE: 1 " T 1320'
LUMLEY ROAD SUBDIVISION WATERSHED SOIL B.R. FINCH, El
VPD-01000 INFORMATION 3/25/02
=> On- & Off-site soils
Svmbol Name Soil Classification
Cc Cartecay and Chewacla soils C
Ch Chewacla and Wehadkee soils C / D
Gu Gullied land; clayey materials D
Wn Wehadkee silt loam D
WsB _
White Store sand loam D
WSC White Store sand loam D
_
WsE M White Store sandy loam D
WvC2 White Store clay loam D
References:
1. _SOIL SURVEY. DURHAM COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION). MAP 32.
2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
-> Conclusion
The majority of on-site soils are from hydrologic soil group (HSG) Y. Therefore, SCS
Curve numbers chosen for further hydrologic calculations will be from HSG Y.
Impervious 98 0.95
Open 80 0.53
Wooded 77 0.47
Hydrologic Calculations
Project: Alexander Crossing Designer. J. Finch
Project #: MIH-01000 Date: March 11, 2002
I. PRE-DE VELOPMENT CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
II. COMPOSITE CURVE NUMB R CALCULATIONS - PRE-DEVELOPMENT
Watershed Composition:
Cover Description Area [acres]
On-Site Open 0.00
On-Site Impervious
On-Site Wooded
0.00
45.13
Total = 45.13
Composite SCS CN =
Equivalent Rational C =
77.0
0.47
Prepared by John R. McAdams 3/26/02 Page 1
Project. Alexander Crossing
Project #: MIH-01000
Designer. J. Finch
Date: March 11, 2002
1. POST-DEVELOPMENT (TO POND) CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover-Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
11. COMPOSITE CURVE NUMBER CALCULATIONS - TO POND
Watershed Composition:
Cover Description Area [acres]
On-site Open 7.25
On-site Impervious 1.74
On-site Lot Impervious (Assume 4,500 sf Impervious/Lot) 3.10
Off-site Wooded 1.35
Total = 13:44
Composite SCS CN = 86.2
Equivalent Rational C = 0.65
Prepared by John R. McAdams 3/26102 Page 1
Project: Alexander Crossing
Project #: MIH-01000
Designer. J. Finch
Date: March 11, 2002
1. POST-DEVE40PMENT (POND BYPASS) CURVE NUMBERS
==> As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
11. COMPOSITE CURVE NUMBER CALCULATIONS - POND BYPASS
Watershed Composition:
Cover Description Area [acres]
Open 22.41
Impervious 1.95
Wooded 0.00
Lot Impervious (Assume 4,500 sf Impervious/Lot) 8.68
Total = 33..04
Composite SCS CN =
Equivalent Rational C =
85.8
0.64
Prepared by John R. McAdams 3/26/02 Page 1
Time of Concentration Calculations
TIME OF CONCENTRATION-SCS TR 55 --> PRE-DEVELOPMENT
Project: Alexander Crossing
Project#: MIH-01000
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1--> OVERLAND FLOW

Segment ID = 1
Surface Manning n (see below) = 0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.06 ft/ft
Travel Time = 4.98 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 402 ft
Watercourse Slope = 0.0448 ft/ft
Average Velocity = 3.42 ft/s (from figure)
Travel Time = 1.96 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 24
Wetted Perimeter = 14
Hydraulic Radius = 1.714
Channel Slope = 0.0022
Manning's n coefficient = 0.045
Channel Velocity = 2.22
Flow Length, L = 902
Travel Time = 6.76
TOTAL TRAVEL TIME = 13.7
SCS LAG TIME= 8.22
sq. feet (Assume 6'x 4' Channel)
feet
feet
ft/ft
ft/s
feet
minutes
MINUTES
MINUTES
Designer: J. Finch
Date: 11-Mar-02
Prepared by The John R. McAdams Company 3/26/02 Page 1
TIME OF CONCENTRATION - SCS TR 55 --> TO POND
Project: Alexander Crossing Designer: J. Finch
Project M MIH-01000 Date: 11-Mar-02
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1 --> OVERLAND FLOW
Segment ID = 1
Surface Manning n (see below) = 0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.03 ft/ft
Travel Time = 6.57 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 135 ft
Watercourse Slope = 0.0611 ft/ft
Average Velocity = 3.99 ft/s (from figure)
Travel Time = 0.56 minutes
SEGMENT #3 --> CONCENTRATED FLOW
Segment ID = 3
Surface Description = Paved (Paved or Unpaved)
Flow Length, L = 152 ft
Watercourse Slope = 0.0263 ft/ft
Average Velocity = 3.30 ft/s (from figure)
Travel Time = 0.77 minutes
Prepared by The John R. McAdams Company 3/26/02 Page 1
SEGMENT #4 --> CHANNEL FLOW
Segment ID = 4
Cross-Sectional Flow Area = 1.23 sq. feet
Wetted Perimeter = 3.93 feet
Hydraulic Radius = 0.313 feet
Channel Slope - 0.0200 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 7.47 ft/s
Flow Length, L =?80 feet
Travel Time = 1.07 minutes
SEGMENT #5 --> CHANNEL FLOW
Segment ID = 5
Cross-Sectional Flow Area = 1.77 sq. feet
Wetted Perimeter = 4.71 feet
Hydraulic Radius = 0.376 feet
Channel Slope =065 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 4.81 ft/s
Flow Length, L = 92 feet
Travel Time = 0.32 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0235 ft/ft
Manning's n coefficient = 0.045
Channel Velocity = 7.27 ft/s
Flow Length, L = 85 feet
Travel Time = 0.19 minutes
TOTAL TRAVEL TIME = 9.5 MINUTES
SCS LAG TIME = 5.69 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
TIME OF CONCENTRATION-SCS TR 55 --> POND BYPASS
Project: Alexander Crossing
Project #: MIH-01000
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT

SEGMENT #1 --> OVERLAND FLOW

Segment ID = 1
Surface Manning n (see below) = 0.24

Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80

Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.01 ft/ft
Travel Time = 10.20 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 70 ft
Watercourse Slope = 0.0571 ft/ft
Average Velocity = 3.86 ft/s (from figure)
Travel Time = 0.30 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 8 sq. feet
Wetted Perimeter = 8.94 feet
Hydraulic Radius = 0.895 feet
Channel Slope = 0.0290 ft/ft
Manning's n coefficient=, 0.24
Channel Velocity = 0.98 ft/s
Flow Length, L = 569 feet
Travel Time = 9.66 minutes
SEGMENT #4 --> CHANNEL FLOW
Segment ID = 4
Designer: J. Finch
Date: 11-Mar-02
Prepared by The John R. McAdams Company 3/26/02 Page 1
Cross-Sectional Flow Area = 1.23 sq. feet (15" RCP)
Wetted Perimeter= _
3.93 feet (Assume Full Flow)
Hydraulic Radius = 0.313 feet
Channel Slope = 0.0100 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 5.28 ft/s
Flow Length, L = 97 feet
Travel Time = 0.31 minutes
SEGMENT #5 --> CHANNEL FLOW
Segment ID = 5
Cross-Sectional Flow Area = 3.14 sq. feet (24" RCP)
Wetted Perimeter = 6.28 feet (Assume Full Flow)
Hydraulic Radius = 0.500 feet
Channel Slope = 0.0126 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 8.10 ft/s
Flow Length, L = 147 feet
Travel Time = 0.30 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 4.91 sq. feet (30" RCP)
Wetted Perimeter = 7.85 feet (Assume Full Flow)
Hydraulic Radius = 0.625 feet
Channel Slope = 0.0277 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 13.95 ft/s
Flow Length, L = 209 feet
Travel Time = 0.25 minutes
SEGMENT #7 --> CHANNEL FLOW
Segment ID = 7
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet (Assume Full Flow)
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0195 ft/ft
Manning's n coefficient = 0.045 (Concrete Pipe)
Channel Velocity = 6.62 ft/s
Flow Length, L = 334 feet
Travel Time = 0.84 minutes
TOTAL TRAVEL TIME = 21.9 MINUTES
SCS LAG TIME = 13.11 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
1-Year Pre-Development Calculations
HEC-HMS Project: MIH-01000-->LamleyRd Basin Model:

HMS * Summary of Results for
Pre-Development
Project : MIA-01000-->LumleyRd Run Name : 1-Year-Pre
Start of Run 11Mar02 0100 Basin Model Pre-Development
End of Run 12Mar02 0100 Met. Model : 1-Year Type II
Execution Time 26Mar02 0936 Control Specs Control 1
Computed Results
Peak Discharge 54.684 (cfs) Date/Time of Peak Discharge : 11 Mar 02 1300
Total Precipitation 3.00 (in) Total Direct Runoff 147 (in)
Total Loss 1.93 (in) Total Baseflow 0.00 (in)
Total Excess 1.07 (in) Total Discharge : 1.07 (in)
1-Year Post-Development Calculations
HEC-HMS Project: MIH-01000-->LumleyRd Basin Model:
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run llMar02 0100 Basin Model Post-Development
End of Run 12Mar02 0100 Met. Model 1-Year Type II
Execution Time 26Mar02 0937 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 30.165 it Mar 02 1300 1.8747
DryPond 0.87121 11 Mar 02 1645 0.92952
Pond Bypass 54.296 11 Mar 02 1305 4.5107

unction-1

5.078

1

ar

2

305 0.021
0.021
0.052
5.4402 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run llMar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0937
Basin Model Post-Development
Met. Model 1-Year Type II
Control Specs : Control 1
Computed Results
Peak inflow 30.165 (cfs) Date/Time of Peak inflow 11 Mar 02 1300
Peak Outflow 0.87121 (cfs) Date/Time of Peak Outflow 11 Mar 02 1645
Total Inflow 1.67 (in) Peak Storage 1.1638(ac-ft)
Total Outflow 0.83 (in) Peak Elevation 358.91(ft)
2-Year, 10-Year, and 100-Year Post-Development
Calculations
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run llMar02 0100 Basin Model Post-Development
End of Run 12Mar02 0100 Met. Model 2-Year
Execution Time 26Mar02 0938 Control Specs Control 1
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 33.149 11 Mar 02 1310 2.0379 0.021
DryPond 1.7070 11 Mar 02 1525 1.0576 0.021
Pond Bypass 58.998 11 Mar 02 1315 4.9112 0.052
Junction-1 59.792 11 Mar 02 1315 5.9688 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run llMar02 0100
End of Run 12Mar02 0100
Execution Time : 26Mar02 0938
Basin Model Post-Development
Met. Model 2-Year
Control Specs Control 1
Computed Results
Peak inflow 33.149 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 1.7070 (cfs) Date/Time of Peak Outflow : 11 Mar 02 1525
Total Inflow 1.82 (in) Peak Storage 1.2525(ac-ft)
Total Outflow 0.94 (in) Peak Elevation 359.05(ft)
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run llMar02 0100 Basin Model : Post-Development.
End of Run 12Mar02 0100 Met. Model : 10-Year
Execution Time 26Mar02 0938 Control Specs : Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 58.258 11 Mar 02 1310 4.2409 0.021
DryPond 20.526 11 Mar 02 1325 3.0756 0.021
Pond Bypass 109.72 it Mar 02 1315 10.288 0.052
Junction-1 127.79 11 Mar 02 1315 13.363 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run llMar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0938
Basin Model Post-Development
Met. Model : 10-Year
Control Specs Control 1
Computed Results
Peak Inflow 58.258 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 20.526 (cfs) Date/Time of Peak Outflow 11 Mar 02 1325
Total Inflow 3.79 (in) Peak Storage 1.8539(ac-ft)
Total Outflow 2.75 (in) Peak Elevation 359.85(ft)
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run 1lMar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 88.036 11 Mar 02 1310 7.1061 0.021
DryPond 81.825 11 Mar 02 1310 5.9098 0.021
Pond Bypass 170.93 11 Mar 02 1315 17.299 0.052
Junction-1 248.27 11 Mar 02 1315 23.209 0.073
HMS * Summary of Results for DryPond
Project MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run i1Mar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Computed Results
Peak Inflow 88.036 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 81.825 (cfs) Date/Time of Peak Outflow 11 Mar 02 1310
Total Inflow 6.34 (in) Peak Storage 2.1620(ac-ft)
Total Outflow 5.28 (in) Peak Elevation 360.32(ft)
Detention Pond Calculations
Detention Pond
Project: Alexander Crossing

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
354.60 0.00 0
356.00 1.40 4946 2473 3462 .3462
358.00 3.40 22983 13965 27929 31391
360.00 5.40 27218 25101 50201 81592
1.3833
3.5209
5.2776
Storage vs. Stage
100000
90000
80000 y . 1609.8X2.3599
70000 R2 = 0.998
v 60000
50000

0 40000

30000
20000
10000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks = 1609.8
b = 2.3599
1 .-M
Page 1
Project: Alexander Crossing Designer. J. Finch
Project #: MIH-01000 Date: 3120102
Stage-Storage Ratine Curve
Stage-Storage Function =>
Ks = 1609.8
b = 2.3599
Zo = 354.6

WSEL (Fl)
..................
354.60 STORAGE
(CUBIC FT)
.
0 STORAGE
(AC-FT)

0.0000
354.80 36 0.0008
355.00 185 0.0043
355.20 482 0.0111
355.40 951 0.0218
355.60 1610 0.0370
355.80 2475 0.0568
356.00 3561 0.0818
356.20 4881 0.1120
356.40 6445 0.1479
356.60 8264 0.1897
356.80 10348 0.2376
357.00 12707 0.2917
357.20 15349 0.3524
357.40 18282 0.4197
357.60 21514 0.4939
357.80 25054 0.5752
358.00 28907 0.6636
358.20 33082 0.7595
358.40 37584 0.8628
358.60 42420 0.9738
358.80 47597 1.0927
359.00 53120 1.2195
359.20 58995 1.3543
359.40 65228 1.4974
359.60 71824 1.6489
359.80 78789 1.8088
360.00 86129 1.9772
360.20 93847 2.1544
360.40 101950 2.3404
360.60 110441 2.5354
Prepared by The John R. McAdams Company 3/20/02 Page 1
Type.... Composite Rating Curve
Name.... DRY POND
Page 2.13
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ----------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
354.60
354.80
355.00
355.20
355.40
355.60
355.80
356.00
356.20
356.40
356.60
356.80
357.00
357.20
357.40
357.60
357.80
358.00
358.20
358.40
358.60
358.80
359.00
359.20
359.40
359.60
359.80
359.90
360.00
360.20
360.40
360.50
--- ---
.00 ----- ----- -----
Free Outfall
.05 Free Outfall
.17 Free Outfall
.26 Free Outfall
.33 Free Outfall
.38 Free Outfall
.42 Free Outfall
.47 Free Outfall
.50 Free Outfall
.54 Free Outfall
.57 Free Outfall
.60 Free Outfall
.64 Free Outfall
.66 Free Outfall
.69 Free Outfall
.71 Free Outfall
.74 Free Outfall
.77 Free Outfall
.79 Free Outfall
.81 Free Outfall
.83 Free OutfalI
.86 Free Outfall
.88 Free Outfall
4.26 Free Outfall
10.30 Free Outfall
17.94 Free Outfall
18.38 Free Outfall
18.59 Free Outfall
26.39 Free Outfall
58.65 Free Outfall
104.47 Free Outfall
131.36 Free Outfall
(no Q: RI,DP,BA,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
RI,DP,BA (no Q: WR)
RI,DP,BA (no Q: WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
I -YEAe ? iaYEAQ
R?'CbJf>t CV¢ VE
S/N: 921 a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.01
File.... C:\HAESTAD\PPKW\M1H-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP -- -> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
I-WA2 ? W-If rt
RpmWa cmvf- t#jFv s
S/N: 921a0l506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.02
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 921 a0I 506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.03
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke - .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control.K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At TI Elev = 354.98 ft ---> Flow = .17 cfs
At T2 Elev = 355.03 ft ---> Flow = .20 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.04
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 356.23 ft ---> Flow= 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow = 8.66 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data Page 2.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coef£ = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance= .10 cfs
Max. Q tolerance = .10 cfs
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Composite Rating Curve
Name.... DRY POND
Page 1.10
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR.004 (+/- ft)
FLOW PATH: Elev= 359.2; Branch: DP-BA-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q Notes
---------------- -------- Converge - ------------------------
Elev. Q T W Elev Error
ft c fs ft +/-ft Contributing Structures
------- --
354.60 ----- ----
.00 ---- -----
358.00 ------
.000 --------------------
(no Q: RI,DP,BA,WR)
354.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.20 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.40 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.60 .44 358.00 .002 DP,BA (no Q: RI,WR)
358.80 .44 358.00 .002 DP,BA (no Q: RI,WR)
359.00 .44 358.00 .003 DP,BA (no Q: RI,WR)
359.20 3.85 358.00 .004 RI,DP,BA (no Q: WR)
359.40 11.01 358.00 .000 RIBA (no Q: DP,WR)
359.60 11.78 358.00 .000 RI,BA (no Q: DP,WR)
359.80 12.49 358.00 .000 RI,BA (no Q: DP,WR)
359.90 12.83 358.00 .000 RI,BA (no Q: DP,WR)
360.00 20.75 358.00 .000 RI,BA,WR (no Q: DP)
360.20 53.25 358.00 .000 RI,BA,WR (no Q: DP)
360.40 99.27 358.00 .000 RI,BA,WR (no Q: DP)
360.50 126.26 358.00 .000 RI,BA,WR (no Q: DP)
??- YEAZ ¢arti'??
GV RVE
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.01
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP ---> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
100-VIFFAM VATt JG
ever/E tfIPV'?5
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.02
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
# of Openings
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft.
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.03
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At TI Elev = 354.98 ft ---> Flow= .17 cfs
At T2 Elev = 355.03 ft ---> Flow = .20 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.04
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure 1D = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = I
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
TI ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below TI elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 356.23 ft ---> Flow = 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow= 8.66 cfs
S/N: 921 a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data Page 1.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
S/N: 921 a01506a8b The John R. McAdams Company.
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Alexander Crossing
Project # MIH-01000
VELOCITY DISSIPATOR DESIGN
Designed By: J. Finch
Velocity Dissipator - Pond Outlet
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 21 Flow depth (ft) = 1.50
slope S in % : 1.11 Outlet velocity (fps) = 11.884
pipe diameter D in in.: 18
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 1.50
Outlet velocity (fps) 11.88
Apron length (ft) 9.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- -
3 A --------
9
6 B 22
13 B or 1 22
23 2 27
WIDTH = 0.4La + Do
WIDTH = 0.4(9) + 1.5
WIDTH = 3.6 + 1.5
WIDTH = 5.1 FEET 4 SAY 6 FEET
Page 1
ALEXANDER CROSSING
NHH-01000
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data ==>
Inside diameter of manhole = 4.00 feet
Wall thickness of manhole = 5.00 inches
Base thickness of manhole = 6.00 inches
Base diameter of manhole = 4.83 feet
Inside height of Manhole = 4.50 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 22.0 inches
Size of drain pipe (if present) = 4.0 inches
Trash Rack water displacement = 52.00 CF
Concrete Present ==>
Total amount of concrete:
Base of Manhole = 9.161 CF
Manhole Walls = 26.016 CF
Adjust for openings:
Opening for barrel =
Opening for drain pipe =
1.100 CF
0.036 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 34.041 CF
Weight of concrete present = 4834 lbs
Amount of water displaced ==>
Displacement by concrete = 34.041 CF
Displacement by open air in riser = 56.549 CF
Displacement by trash rack = 52.000 CF
Total water displaced by riser/barrel structure = 142.590 CF
Weight of water displaced = 8898 lbs
J. FINCH
3/26/02
1 OF 2
ALEXANDER CROSSING J. FINCH
M1H-01000 3/26/02
Calculate amount.of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 5398 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 77.992 CF of concrete
Standard based described above = 9.161 CF of concrete
Therefore, base design must have = 87.153 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 7.500 feet
Thickness = 25.0 inches
Concrete Present = 92.039 CF OK
Check validity of base as designed =_>
Total Water Displaced = 225.468 CF
Total Concrete Present = 116.919 CF
Total Water Displaced = 14069 lbs
Total Concrete Present = 16603 lbs
Actual safetyfactor = 1.18 OK
Results of design =_>
Base diameter = 7.50 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 3.23 CY
Concrete unit weight in added base >= 142 PCF
2OF2
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. #of
Pond along barrel Projection of collars Spacing collars to Spaci Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Dry Pond 45.0 1.70 1.99 23.8 2.00 le YES
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.

ECDesign(R)2000 Channel Analysis Report
Proiect Information
Project Name: Lumley Road Subdivision
Description: Emergency Spillway Liner
State: Raleigh
Notes:
Last Update: 03/13/2002
,qtnte- NC. Units: Fnvlkh
Channel Desien
Design Criteria Vegetation and Soil
Flnw Rate (0) Vepetated No
Vegetation Class
Soil Filled No
Channel Side Slopes Channel Bend Fare
Left (H:1 V) i ooo Bend Radius (ft) nnn
Right (HA V) '3 nnn Outside Bend
Channel Geometry Flow/Velocity
Bed Slope (ft/ft) Discharge (cf/s) R5 000
Req. Freeboard (ft) .000 Flow Duration (hrs) 7
Avg. Velocity (ft/s) 6 610
Channel Length (ft) 90000
Bottom Width (ft) R0 000 Required Factor 1
of Safety
Channel Depth (ft) 500
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed Pax
A owed ?$af ty?
ac o Computed ax
A owed Safety
Factor (SY)
Left LANDLOK TRM 450 6 410 14.990 ?-14() 2 660 5 490 ? 060 Y 1 51
Bottom LANDLOK TRM 4,50 7 000 14 990 7..140 '3.160 5.490 1 740 V 177 76
Right LAND OK TRM 450 6 410 14 990 2 '340 7. 660 5.490 ?. 060 Y 1 51
Calculation Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
Composite'n'
150 Left Wetted Perimeter (ft) 490
1?. '350 Bottom Wetted Perimeter (ft) 79.990
Right Wetted Perimeter (ft) 490
Total Wetted Perimeter (ft) 90970
15o Avg. Velocity (ft/s) 6 610
.015 Avg. Discharge (cf/s) R5 000
vvc LANUS / 401 GROUP
MAR 2 8 2003
WATER QUALITY SECTION Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Alexander Crossing
Durham, North Carolina
Detention Pond Design Calculations.
Project Number: MIH-01000
Designed By: J. Finch
Checked By: B. R. Finch, PE
Date: March 26, 2002 _ H ACA p
?•••ersrsa?
,ZO PIC) ESS/p
:a SEAL
027476
wN R • ;
3??7?2002
C I V I L E N G I N E E R I N G • L A N D P L A N N I N G * S U R V E Y I N G
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
Alexander Crossing
Detention Pond Design Calculations
General Description
Alexander Crossing Subdivision is located between Lumley Road and Southern Parkway,
just west of the intersection of Appling Way and Lumley Road in Durham, North
Carolina. The proposed site consists of the construction of 114 single-family residential
lots, along with the associated streets and utilities.
The proposed subdivision is located within the Neuse River basin and will therefore be
subject to the Neuse River regulations. The regulations state that detention is required if
the 1-year post-development peak runoff rate exceeds the 1-year pre-development peak
runoff rate by more than 10%. Also,. according to the City of Durham stormwater
quantity control ordinance 23-145a, the property is required to detain discharges to pre-
development peak flow rates if downstream facilities that are located between the
property line and the point where the post-development peak flow rate exceed the pre-
development peak flow rate by more than 10% are adversely affected in the 2- and 10-
year storm events. If detention is not provided, then the downstream facilities must be
upgraded to prevent adverse impacts.
This report contains calculations associated with the design of the dry detention pond for
Alexander Crossing subdivision. An approved stormwater impact analysis, dated March
28, 2001, has been previously submitted to the City of Durham detailing the negligible
impact the proposed development has on peak flow rates, as compared to pre-
development, in the 2- and 10-year storm events. Therefore, the proposed pond was
designed to satisfy detention requirements in the 1-year storm event. Tables are included
in this report showing the analysis of on-site areas contributing to the pond. A summary
table is also included that details the pre- and post- development flow rates. It is
important to note that this site is not located within a watershed protection district, and
hence is not required to provide facilities to treat all impervious surfaces for 85% total
suspended solids (TSS) removal.
Stormwater Methodolo
? Using the Durham County Soil Survey, the predominate soil type for this site was
determined to be Hydrologic Soil Group `D'. SCS Curve Numbers were then
selected based on HSG `D' soils and used in peak flow calculations.
? The 1-year peak flow rates were computed in HEC-HMS by using an SCS Type II
rainfall distribution. A 24-hour rainfall depth of 3 inches was input for the pre- &
post-development calculations.
? Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-
HMS Version 2.1.3 for hydrologic calculations
? The time of concentration was calculated using the SCS Segmental Approach
(TR-55, 1986). The path was divided into segments consisting of overland flow,
concentrated flow, and channel flow. The overall time of concentration is the sum
of the individual segment times.
? HEC-HMS Version 2.1.3', by the U.S. Army Corps of Engineers, was used to
produce pre- and post-development hydrographs and pond routing calculations. A
rating curve and stage-storage function for the proposed pond was generated
externally and then input into HEC-HMS. The principal outlet structure for the
pond is a riser-barrel assembly consisting of a 48-inch diameter pre-cast manhole
riser and a 18-inch diameter O-ring RCP barrel. This structure is designed to pass
all storms less than or equal to the 10-year storm. All storms greater than the 10-
year storm will activate the emergency spillway that has been provided in the dam
embankment.
? Anti-flotation calculations were performed on the riser structure in order to ensure
enough concrete was provided to guard against flotation with a minimum 15%
factor of safety. In addition, the riser sections for the manhole are to be securely
fastened together to prevent separation due to buoyant forces.
? A velocity dissipater is provided at the principal spillway outlet to prevent erosion
and scour in this area. The dissipater is constructed using riprap and woven
geotextile filter fabric. The filter fabric is used to minimize the loss of soil
particles beneath the riprap apron. The dissipater is sized for the 10-year storm
using the NYDOT method. It is a permanent feature of the outlet structure.
? On-site topography was obtained from a survey performed by The John R.
McAdams Company; any off-site topography was from Durham GIS.
? PondPack, Version 7.0, by Haestad Methods, was used to generate the rating
curve for the pond outlet device.
? Two-rating curves were generated for the proposed outlet structure. The first
rating curve was generated for use in the routing of the 1-, 2-, and 10-year storm
events. No tailwater is expected during these storm events hence this rating curve
did not consider tailwater effects (i.e. free outfall). The second rating curve was
generated for use in the routing of the 100-year storm event. During the 100-year
event, tailwater should be considered on the downstream side of the dam.
Therefore, this rating curve considered a tailwater elevation of 358.00, which is
the 100-year flood elevation for the area downstream of the outlet structure (see
included flood map in section titled "Background Information" for details)
Summary & Discussion of Results
The table shown below demonstrates the 1-year post-development peak flow rate is less
than the 1-year pre-development peak flow rate. Therefore, this detention pond satisfies
the detention requirements as imposed by the City of Durham Neuse River regulations.
Please refer to the next few sections of this report for supporting calculations.
2
i

Detention Pond Information
Top of Dam Elevation = 360.5 feet
Riser Diameter = 48 inches
Riser Crest Elevation = 359.00 feet
Barrel Diameter = 18 inches
Barrel Invert = 354.5 feet
Drain Pipe Diameter= 4 inches
Drain Pipe Invert = 354.60 feet
Emergency Spillway Length = 80 feet
Emergency Spillway Crest Elevation = 359.90 feet

1-Year Storm Results
Peak Elevation = 358.91 feet
Pond Inflow = 30.2 cfs
Pond Outflow = 0.9 cfs

10-Year Storm Results
Peak Elevation = 359.85
Pond Inflow = 58.3 cfs
Pond Outflow = 20.5 cfs

100-Year Storm Results
Peak Elevation = 360.32 feet
Pond Inflow = 88.0 cfs
Pond Outflow = 81.8 cfs
Summary of Drainage Areas :
PRE-DFVF,I.OPN F,NT
Total Pre-Development Drainage Area = 45.13 acres
On-site Wooded Area = 45.13 acres
Composite SCS Curve Number = 77
TO POND
Total Pond Drainage Area = 13.44 acres
On-site Impervious Area = 1.74 acres
On -site Open Area = 7.25 acres
On-site Lot Impervious Area = 3.10 acres
Off-site Wooded Area = 1.35 acres
Composite SCS Curve Number = 86.2
POND RWACC
Total Pond Bypass Drainage Area = 33.04 acres
On-site Impervious Area = 1.95 acres
On -site Open Area = 22.41 acres
On-site Lot Impervious Area = 8.68 acres
Composite SCS Curve Number = 85.8
3
Background Information
Exhibit I
Depth-duration-frequency data for selected cities
(Tabulated values are precipitation depth [in])
Location Return 5 min
I 10 15 30 1 hr 2 hr 3 hr 6 hr 12 hr '24 hr
Period (y
r min min min
Asheville, NC 2 0.46 0.73 0.91 1.35 1.80 2.02 2.24 2.80 3.30 3.80
5 0.53 0.87 1.10 1.66 2.26 2.55 2.84 3.59 4.26 4.92
10 0.59 0.97 1.23 1.89 2.58 2.92 3.26 4.14 4.92 5.70
25 0.67 1.12 1.43 2.22 3.04 3.45 3.86 4.92 5.86 6.80
50 0.74 1.24 1.59 2.47 3.39 3.86 4.33 5.52 6.59 7.65
100 0.80 1.35 1.74 2.72 3.75 4.27 4.80 6.13 7.31 8.50
Charlotte, NC 2 0.46 0.76 0.96 1.31 1.67 1.87 2.07 2.59 3.04 3.50
5 0.54 0.89 1.13 1.61 2.10 2.35 2.59 3.20 3.75 4.31
10 0.59 0.98 1.26 1.82 2.41 2.68 2.95 3.64 4.26 4.88
25 0.68 1.13 1.45 2.13 2.84 3.16 3.47 4.28 4.99 5.71
50 0.74 1.24 1.59 2.37 3.18 3.53 3.88 4.77 5.56 6.36
100 0.81 1.36 1.74 2.61 3.52 3.90 4.29 5.26 6.13 7.00
Greensboro/ 2 0.48 0.74 0.92 1.25 1.60 1.81 2.02 2.55 3.03 3.50
Winston-Salem, NC 5 0.55 0.87 1.09 1.55 2.02 228 2.54 3.19 3.78 4.36
10 0.60 0.97 1.22 1.76 2.32 2.61 2.90 3.64 4.31 4.97
25 0.68 1.11 1.41 2.06 2.74 3.08 3.43 4.29 5.07 5.84
50 0.75 1.22 1.55 2.30 3.07 3.45 3.83 4.80 5.66 6.52
100 0.81 1.34 1.70 2.53 3.40 3.82 4.24 5.30 6.25 7.20
Fayetteville, NC 2 0.49 0.82 1.05 1.47 1.90 2.11 2.32 2.85 3.33 3.80
5 0.56 0.94 1.21 1.79 2.39 2.67 2.95 3.66 4.29 4.92
10 0.61 1.04 1.34 2.02 2.74 3.06 3.39 4.22 4.96 5.70
25 0.69 1.18 1.53 2.36 3.23 3.63 4.02 5.02 5.91 6.80
50 0.75 1.29 1.67 2.63 3.62 4.06 4.51 5.63 6.64 7.65
100 0.81 1.41 1.82 2.89 4.00 4.50 4.99 6.25 7.38 8.50
Raleigh/Durham, NC 2 0.48 0.79 1.01 1.35 1.70 1.91 2.12 2.65 3.13 3.60
5 0.55 0.92 1.18 1.64 2.12 2.40 2.68 3.38 4.02 4.65
10 0.60 1.02 1.31 1.85 2.41 2.74 3.07 3.90 4.64 5.38
25 0.68 1.17 1.51 2.16 2.84 3.23 3.62 4.62 5.52 6.41
50 0.75 1.28 1.66 2.40 3.17 3.61 4.06 5.19 6.20 7.21
100 0.81 1.40 1.81 2.64 3.50 4.00 4.49 5.75 6.88 8.00
Wilmington, NC 2 0.49 0.84 1.09 1.58 2.10 2.36 2.63 3.30 3.90 4.50.
5 0.55 0.96 1.24 1.90 2.58 2.93 3.29 4.20 5.00 5.81
10 0.60 1.05 1.36 2.12 2.92 3.34 3.76 4.82 5.77 6.72
25 0.68 1.19 1.54 2.46 3.41 3.92 4.42 5.71 6.86 8.01
50 0.74 1.30 1.69 2.72 3.80 4.37 4.94 6.40 7.70 9.01
100 0.80 1.41 1.83 2.98 4.18 4.82 5.46 7.09 8.55 10.00
Elizabeth City, NC 2 . 0.48 0.80 1.02 1.40 1.80 2.04 2.28 2.90 3.45 4.00
5 0.55 0.93 1.19 1.71 2.24 2.57 2.89 3.72 4.46 5.20
10 0.60 1.02 1.32 1.92 2.55 2.94 3.32 4.29 5.16 6.03
25 0.68 1.17 1.51 2.24 3.00 3.46 3.92 5.10 6.15 7.19
50 0.75 1.29 1.66 2.49 3.35 3.87 4.40 5.73 6.91 8.10
100 0.81 1.40 1.81 2.74 3.70 4.28 4.87 6.35 7.68 9.00
HIM [11-21 Exhibits
? ?,/ •. r. 'ice a i r, Wqr ? ? i / ,.,"5..: .T?? ? _ ' `:' . ? •Wvr
IVE;
.?;+Y."?'.'. ..?. -?• ..' ? .gyp., ?? ?//c•.t`•P*.4b. ; tE:. ••? ••?. ?„ ? ',y ?,?
' Vii;. '- ? -•? ^? ?,.?'" 'f .'?.?•• \M.^ '?'?4, ,,,' ""(., s. '..
Y r+' • ': _ ?- • it @=.?? , t ? `? 'R 111 .. . 4 \Y•tw?-. ? •
s ` , ? •., ?"*t"' ?: . ? ? .a. _ - it
-1 kc,
' „,,.-,? ,+. ??.,.'_ _ • _ ./ •+ _ _ 44dCI jam'. t,••'• ay^e v •s' WsC
• CC F l .rt k ' i \
tip.!`' C ,i G.. tf • WsE
twv(; li
W4 Ws
?WsB '
4x wid
WSB
' i ? f, l .?•t •)f?y??': ?:,..: ri:?:;.. ?!' - _ : •, C? .f •? ? •f • N?fD t??
Irv
1 r. ..... _ -?ti r'te' 44 ice' .-.?? ( •??? •y 'i1 .a'n. r" / - .? N. •??? ??ACCC •`
yrdc
WSB - 4'- • _' ? h '^`'•?.. 56 ..f.}?. t ', "{` 's
?i? ,?.:,:'??y'_-•". •' ;., it ?,.;?.,-,.•? :,?.,• ,?'. ?s?: ,• ..'? ?`,.
.Yap ?4AG??• ys .g . , .,,; 'WSC ;i?
?' +,?, r1.• _?.y c r? Ur WSB jb , e C'u CrC
SOURCE: Durham. County Soil Survey - Map # 32
SCALE: I " T 1320'
LUMLEY ROAD SUBDIVISION WATERSHED SOIL
VPD-01000 INFORMATION
=> On- & Off-site soils
Symbol Name Soil Classification
Cc Cartecay and Chewacla soils C
Ch Chewacla and Wehadkee soils C / D
Gu Gullied land; clayey materials D
Wn Wehadkee silt loam D
WsB _
-? White Store sand loam D
WSC White Store sand loam D
?
WsE White Store sandy loam D
WvC2 White Store clay loam D
References:
1. SOIL SURVEY: DURHAM COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION). MAP 32.
SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
=> Conclusion
The majority of on-site soils are from hydrologic soil group (HSG) Y. Therefore, SCS
Curve numbers chosen for further hydrologic calculations will be from HSG 'd'.
nal C
Impervious 98 0.95
B.R. FINCH, El
3/25/02
Open 80 0.53
Wooded 77 0.47
Hydrologic Calculations
Project: Alexander Crossing Designer: J. Finch
Project #: MIH-01000 Date: March 11, 2002
!. PRP-DEVELOPMENT CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
11. COMPOSITE CURVE NUMBER CALCULATIONS - PRE-DEVELOPMENT
Watershed Composition:
Cover Description Area [acres]
On-Site Open 0.00
On-Site Impervious
On-Site Wooded
0.00
45.13
Total = 45.13
Composite SCS CN = 77.0
Equivalent Rational C = 0.47
Prepared by John R. McAdams 3/26/02 Page 1
Project: Alexander Crossing
Project #: MIH-01000
Designer. J. Finch
Date: March 11, 2002
1. POST-DEVELOPMENT (TO POND) CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover-Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
11. COMPOSITE CURVE NUMBER CALCULATIONS - TO POND
Watershed Composition:
Cover Description Area [acres]
On-site Open 7.25
On-site Impervious 1.74
On-site Lot Impervious (Assume 4,500 sf Impervious/Lot) 3.10
Off-site Wooded 1.35
Total = 13.44
Composite SCS CN = 86.2
Equivalent Rational C = 0.65
Prepared by John R. McAdams 3/26/02 Page 1
Project: Alexander Crossing
Project #: MIH-01000
Designer: J. Finch
Date: March 11, 2002
!. POST-DEVELOPMENT (POND BYPASS) CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
II. COMPOSITE CURVE NUMBER CALCULATIONS - POND BYPASS
Watershed Composition:
Cover Description Area [acres]
Open 22.41
Impervious 1.95
Wooded 0.00
Lot Impervious (Assume 4,500 sf Impervious/Lot) 8.68
Total = 33..04
Composite SCS CN =
Equivalent Rational C =
85.8
0.64
Prepared by John R. McAdams 3/26/02 Page 1
Time of Concentration Calculations
11
TIME OF CONCENTRATION-SCS TR 55 --> PRE-DEVELOPMENT
Project: Alexander Crossing
Project #: MIH-01000
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1 --> OVERLAND FLOW

Segment ID = 1
Surface Manning n (see below) = 0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.06 ft/ft
Travel Time = 4.98 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 402 ft
Watercourse Slope = 0.0448 ft/ft
Average Velocity = 3.42 ft/s (from figure)
Travel Time = 1.96 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 24
Wetted Perimeter = 14
Hydraulic Radius = 1.714
Channel Slope = 0.0022
Manning's n coefficient = 0.045
Channel Velocity = 2.22
Flow Length, L = 902
Travel Time = 6.76
TOTAL TRAVEL TIME = 13.7
SCS LAG TIME = 8.22
sq. feet (Assume 6'x 4' Channel)
feet
feet
ft/ft
ft/s
feet
minutes
MINUTES
MINUTES
Prepared by The John R. McAdams Company 3/26/02
Designer: J. Finch
Date: 11-Mar-02
Page 1

TIME OF CONCENTRATION - SCS TR 55 --> TO POND
Project: Alexander Crossing Designer.: J. Finch
Project #: MIH-01000 Date: 11-Mar-02
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1 --> OVERLAND FLOW
Segment ID =
Surface Manning n (see below) = 0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.03 ft/ft
Travel Time = 6.57 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 135 ft
Watercourse Slope = 0.0611 ft/ft
Average Velocity = 3.99 ft/s (from figure)
Travel Time = 0.56 minutes
SEGMENT #3 --> CONCENTRATED FLOW
Segment ID = 3
Surface Description = Paved (Paved or Unpaved)
Flow Length, L = 152 ft
Watercourse Slope = 0.0263 ft/ft
Average Velocity = 3.30 ft/s (from figure)
Travel Time = 0.77 minutes
Prepared by The John R. McAdams Company 3/26/02 Page 1
SEGMENT" --> CHANNEL FLOW
Segment ID = 4
Cross-Sectional Flow Area = 1.23 sq. feet
Wetted Perimeter = 3.93 feet
Hydraulic Radius = 0.313 feet
Channel Slope =200 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 7.47 ft/s
Flow Length, L =?80 feet
Travel Time = 1.07 minutes
SEGMENT #5 --> CHANNEL FLOW
. Segment ID = 5
Cross-Sectional Flow Area = 1.77 sq. feet
Wetted Perimeter = 4.71 feet
Hydraulic Radius = 0.376
- feet
Channel Slope =r
0.0065 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 4.81 fus
Flow Length, L = 92 feet
Travel Time 0.32 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0235 ft/ft
Manning's n coefficient = 0.045
Channel Velocity = 7.27 fus
Flow Length, L = 85 feet
Travel Time = 0.19 minutes
TOTAL TRAVEL TIME = 9.5 MINUTES
SCS LAG TIME = 5.69 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
TIME OF CONCENTRATION-SCS TR 55 --> POND BYPASS
Project: Alexander Crossing
Project #: MIH-01000
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT

SEGMENT #1 --> OVERLAND FLOW

Segment ID = 1
Surface Manning n (see below) = 0.24

Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80

Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = _3.6 inches
Land Slope = 0.01 ft/ft
Travel Time = 10.20 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 70 ft
Watercourse Slope = 0.0571 ft/ft
Average Velocity = 3.86 ft/s (from figure)
Travel Time = 0.30 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 8 sq. feet
Wetted Perimeter = 8.94 feet
Hydraulic Radius = 0.895 feet
Channel Slope = 0.0290 ft/ft
Manning's n coefficient = 0.24
Channel Velocity = 0.98 ft/s
Flow Length, L = 569 feet
Travel Time = 9.66 minutes
SEGMENT #4 --> CHANNEL FLOW
Segment ID = 4
Designer: J. Finch
Date: 11-Mar-02
Prepared by The John R. McAdams Company 3/26/02 Page 1
Cross-Sectional Flow Area 1.23 sq. feet (15" RCP)
Wetted Perimeter = 3.93. feet (Assume Full Flow)
Hydraulic Radius = 0.313 feet
Channel Slope = 0.0100 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 5.28 ft/s
Flow Length, L = 97 feet
Travel Time = 0.31 minutes
SEGMENT #5 --> CHANNEL FLOW
Segment ID = 5
Cross-Sectional Flow Area = 3.14 sq. feet (24" RCP)
Wetted Perimeter = 6.28 feet (Assume Full Flow)
Hydraulic Radius = 0.500 feet
Channel Slope = 0.0126 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 8.10 fus
Flow Length, L = 147 feet
Travel Time = 0.30 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 4.91 sq. feet (30" RCP)
Wetted Perimeter = 7.85 feet (Assume Full Flow)
Hydraulic Radius = 0.625 feet
Channel Slope = 0.0277 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 13.95 ft/s
Flow Length, L = 209 feet
Travel Time = 0.25 minutes
SEGMENT #7 --> CHANNEL FLOW
Segment ID = 7
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet (Assume Full Flow)
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0195 ft/ft
Manning's n coefficient = 0.045 (Concrete Pipe)
Channel Velocity = 6.62 ft/s
Flow Length, L = 334 feet
Travel Time = 0.84 minutes
TOTAL TRAVEL TIME= 21.9 MINUTES
SCS LAG TIME = 13.11 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
1-Year Pre-Development Calculations
HEC-HMS Project: MIH-01000-->LumleyRd
Basin Model:

HMS * Summary of Results for
Pre-Development
Project : MIH-01000-->LumleyRd Run Name : 1-Year-Pre
Start of Run 11Mar02 0100 Basin Model Pre-Development
End of Run 12Mar02 0100 Met. Model : 1-Year Type II
Execution Time 26Mar02 0936 Control Specs Control 1
Computed Results
Peak Discharge 54.684 (cfs) Date/Time of Peak Discharge : 11 Mar 02 1300
Total Precipitation 3.00 (in) Total Direct Runoff 1.07 (in)
Total Loss 1.93 (in) Total Baseflow 0.00 (in)
Total Excess 1.07 (in) Total Discharge 1.07 (in)
1-Year Post-Development Calculations
HEC-HMS Project: MIH-01000-->LumleyRd Basin Model:
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run : 11Mar02 0100 Basin Model Post-Development
End of Run : 12Mar02 0100 Met. Model 1-Year Type II
Execution Time : 26Mar02 0937 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 30.165 11 Mar 02 1300 1.8747
DryPond 0.87121 11 Mar 02 1645 0.92952
Pond Bypass 54.296 11 Mar 02 1305 4.5107

unction-1

5.078

1

ar

2

305 0.021
0.021
0.052
5.4402 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run 11Mar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0937
Basin Model Post-Development
Met. Model : 1-Year Type II
Control Specs : Control 1
Computed Results
Peak Inflow 30.165 (cfs) Date/Time of Peak Inflow 11 Mar 02 1300
Peak Outflow 0.87121 (cfs) Date/Time of Peak Outflow 11 Mar 02 1645
Total Inflow 1.67 (in) Peak Storage 1.1638(ac-ft)
Total Outflow 0.83 (in) Peak Elevation 358.91(ft)
2-Year, 10-Year, and 100-Year Post-Development
Calculations
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run llMar02 0100 Basin Model Post-Development
End of Run 12Mar02 0100 Met. Model 2-Year
Execution Time 26Mar02 0938 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 33.149 11 Mar 02 1310 2.0379 0.021
DryPond 1.7070 11 Mar 02 1525 1.0576 0.021
Pond Bypass 58.998 11 Mar 02 1315 4.9112 0.052
Junction-1 59.792 11 Mar 02 1315 5.9688 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run 11Mar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0938
Basin Model Post-Development
Met. Model 2-Year
Control Specs Control 1
Computed Results
Peak Inflow 33.149 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 1.7070 (cfs) Date/Time of Peak Outflow : 11 Mar 02 1525
Total Inflow 1.82 (in) Peak Storage : 1.2525(ac-ft)
Total Outflow 0.94 (in) Peak Elevation : 359.05(ft)
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run 11Mar02 0100 Basin Model : Post-Development.
End of Run 12Mar02 0100 Met. Model : 10-Year
Execution Time 26Mar02 0938 Control Specs : Control 1
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 58.258 11 Mar 02 1310 4.2409 0.021
DryPond 20.526 11 Mar 02 1325 3.0756 0.021
Pond Bypass 109.72 11 Mar 02 1315 10.288 0.052
Junction-1 127.79 11 Mar 02 1315 13.363 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run llMar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0938
Basin Model : Post-Development
Met. Model : 10-Year
Control Specs Control 1
Computed Results
Peak Inflow 58.258 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 20.526 (cfs) Date/Time of Peak Outflow 11 Mar 02 1325
Total Inflow 3.79 (in) Peak Storage 1.8539(ac-ft)
Total Outflow 2.75 (in) Peak Elevation 359.85(ft)
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run llMar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 88.036 11 Mar 02 1310 7.1061 0.021
DryPond 81.825 11 Mar 02 1310 5.9098 0.021
Pond Bypass 170.93 11 Mar 02 1315 17.299 0.052
Junction-1 248.27 11 Mar 02 1315 23.209 0.073
HMS * Sunmiary of Results for DryPond
Project MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run 11Mar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Computed Results
Peak Inflow 88.036 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 81.825 (cfs) Date/Time of Peak Outflow 11 Mar 02 1310
Total Inflow 6.34 (in) Peak Storage 2.1620(ac-ft)
Total Outflow 5.28 (in) Peak Elevation 360.32(ft)
Detention Pond. Calculations
Detention Pond
Project: Alexander Crossing

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
354.60 0.00 0
356.00 1.40 4946 2473 3462 .3462
358.00 3.40 22983 13965 27929 31391
360.00 5.40 27218 25101 50201 81592
1.3833
3.5209
5.2776
Storage vs. Stage
100000
90000
80000 y = 1609.8x2.3591
70000 RZ = 0.998
v 60000
m 50000

0 40000

30000
20000
10000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks= 1609.8
b = 2.3599
Page 1
Project: Alexander Crossing Designer. J. Finch
Project #: MIH-09000 Date: 3120102
Stage-Storage Rating Curve
Stage-Storage Function ==>
Ks =
b =
Zo =

WSEL (F1)
..................
354.60 1609.8
2.3599
354.6
STORAGE
(CUBIC Fr)
.
0

TORAGE
(AC-Fr)

0.0000
354.80 36 0.0008
355.00 185 0.0043
355.20 482 0.0111
355.40 951 0.0218
355.60 1610 0.0370
355.80 2475 0.0568
356.00 3561 0.0818
356.20 4881 0.1120
356.40 6445 0.1479
356.60 8264 0.1897
356.80 10348 0.2376
357.00 12707 0.2917
357.20 15349 0.3524
357.40 18282 0.4197
357.60 21514 0.4939
357.80 25054 0.5752
358.00 28907 0.6636
358.20 33082 0.7595
358.40 37584 0.8628
358.60 42420 0.9738
358.80 47597 1.0927
359.00 53120 1.2195
359.20 58995 1.3543
359.40 65228 1.4974
359.60 71824 1.6489
359.80 78789 1.8088
360.00 86129 1.9772
360.20 93847 2.1544
360.40 101950 2.3404
360.60 110441 2.5354
Prepared by The John R. McAdams Company 3/20/02 Page 1
Type.... Composite Rating Curve
Name.... DRY POND
Page 2.13
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
--------------- -------- Converge ----------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
354.60
354.80
355.00
355.20
355.40
355.60
355.80
356.00
356.20
356.40
356.60
356.80
357.00
357.20
357.40
357.60
357.80
358.00
358.20
358.40
358.60
358.80
359.00
359.20
359.40
359.60
359.80
359.90
360.00
360.20
360.40
360.50
.00 Free Outfall
.05 Free Outfall
.17 Free OutfalI
.26 Free Outfall
.33 Free Outfall
.38 Free Outfall
.42 Free Outfall
.47 Free Outfall
.50 Free Outfall
.54 Free Outfall
.57 Free Outfall
.60 Free Outfall
.64 Free Outfall
.66 Free Outfall
.69 Free OutfalI
.71 Free Outfall
.74 Free Outfall
.77 Free Outfall
.79 Free Outfall
.81 Free Outfall
.83 Free Outfall
.86 Free Outfall
.88 Free Outfall
4.26 Free Outfall
10.30 Free Outfall
17.94 Free Outfall
18.38 Free Outfall
18.59 Free Outfall
26.39 Free Outfall
58.65 Free Outfall
104.47 Free Outfall
131.36 Free Outfall
(no Q: RI,DP,BA,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: Rl,WR)
DP,BA (no Q: Rl,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: Rl,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: Rl,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: Rl,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
RI,DP,BA (no Q: WR)
RI,DP,BA (no Q: WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
I -YEAe ? iaYfA¢
RJ?'Cb3G cV¢vE
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.01
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP ---> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
l- VEA2 lO-Y?ckR
¢pcctWG CMvf- WRVS
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.02
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure 1D = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. = .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.03
File.... C:\HAESTAD\PPKW\MIH-O1000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure 1D = DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 354.98 ft ---> Flow= .17 cfs
At T2 Elev = 355.03 ft ---> Flow= .20 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.04
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At Tl Elev = 356.23 ft ---> Flow= 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow = 8.66 cfs
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data Page 2.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance= 10 cfs
Max. Q tolerance = .10 cfs

S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Composite Rating Curve
Name.... DRY POND
Page 1.10
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR.004 (+/- ft)
FLOW PATH: Elev= 359.2; Branch: DP-BA-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q T W Elev Error
ft cfs ft +/-ft Contributing Structures
-
•------- --
354.60 ----- ---
.00 ----- -----
358.00 ------
.000 ------
-------------
(no Q: RI,DP,BA,WR)
354.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.20 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.40 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.60 .44 358.00 .002 DP,BA (no Q: RI,WR)
358.80 .44 358.00 .002 DP,BA (no Q: RI,WR)
359.00 .44 358.00 .003 DP,BA (no Q: RI,WR)
359.20 3.85 358.00 .004 RI,DP,BA (no Q: WR)
359.40 11.01 358.00 .000 RI,BA (no Q: DP,WR)
359.60 11.78 358.00 .000 RI,BA (no Q: DP,WR)
359.80 12.49 358.00 .000 RIBA (no Q: DP,WR)
359.90 12.83 358.00 .000 RI,BA (no Q: DP,WR)
360.00 20.75 358.00 .000 RI,BA,WR (no Q: DP)
360.20 53.25 358.00 .000 RI,BA,WR (no Q: DP)
360.40 99.27 358.00 .000 RI,BA,WR (no Q: DO)
360.50 126.26 358.00 .000 RI,BA,WR (no Q: DP)
ton- YEAQ ¢?!'ttrJG
cvavE
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.01
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP ---> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
100-YEAe 2Am JG
eval/E IrJPu't5
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.02
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.f:
Orifice Coeff. _ .600
Weir Length = 12.57 ft.
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.03
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below TI elev.
Use submerged inlet control Form I equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 354.98 ft ---> Flow= .17 cfs
At T2 Elev = 355.03 ft ---> Flow= .20 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.04
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure 1D = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = I
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below TI elev.
Use submerged inlet control Form I equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 356.23 ft ---> Flow= 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow = 8.66 cfs
S/N: 921 a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data Page 1.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Alexander Crossing
Project # MIH-01000
VELOCITY DISSIPATOR DESIGN
Designed By: J. Finch
Velocity Dissipator - Pond Outlet
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 21 Flow depth (ft) = 1.50
slope Sin % : 1.11 Outlet velocity (fps) = 11.884
pipe diameter D in in.: 18
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 1.50
Outlet velocity (fps) 11.88
Apron length (ft) 9.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- -
3 A --------
9
» 6 B 22
13 B or 1 22
23 2 27
WIDTH = 0.4La + Do
WIDTH = 0.4(9) + 1.5
WIDTH=3.6+1.5
WIDTH = 5.1 FEET 4 SAY 6 FEET
Page 1
ALEXANDER CROSSING
NUH-01000
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 4.00 feet
Wall thickness of manhole = 5.00 inches
Base thickness of manhole = 6.00 inches
Base diameter of manhole = 4.83 feet
Inside height of Manhole = 4.50 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 22.0 inches
Size of drain pipe (if present) = 4.0 inches
Trash Rack water displacement = 52.00 CF
Concrete Present =_>
Total amount of concrete:
Base of Manhole = 9.161 CF
Manhole Walls = 26.016 CF
Adjust for openings:
Opening for barrel =
Opening for drain pipe =
1.100 CF
0.036 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 34.041 CF
Weight of concrete present = 4834 lbs
Amount of water displaced =_>
Displacement by concrete = 34.041 CF
Displacement by open air in riser = 56.549 CF
Displacement by trash rack = 52.000 CF
Total water displaced by riser/barrel structure = 142.590 CF
Weight of water displaced = 8898 lbs
J. FINCH
3/26/02
1 OF 2
ALEXANDER CROSSING
MIH-01000
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 5398 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 77.992 CF of concrete
Standard based described above = 9.161 CF of concrete
Therefore, base design must have = 87.153 CF of concrete
Calculate size of base for riser assembly ==>
Diameter = 7.500 feet
Thickness = 25.0 inches
Concrete Present = 92.039 CF OK
Check validity of base as designed ==>
Total Water Displaced = 225.468 CF
Total Concrete Present = 116.919 CF
Total Water Displaced = 14069 lbs
Total Concrete Present = 16603 lbs
Actual safety factor = 1.18 OK
Results of design ==>
Base diameter = 7.50 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 3.23 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH
3/26/02
2OF2
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. #of . O e,
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
Dry Pond 45.4 1.70 1.99 23.8 2.01 1 ..15 YES
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
ECDesign(R)2000 Channel Analysis Report
Proieet Information Last Update: 03/13/2002
Project Name: Lumley Road Subdivision
Description: Emergency Spillway Liner
State: Raleivh fitatP NC Units: F.nnli-,h
Notes:
Channel Design
Design Criteria Vegetation and Soil
Flnw Rate ((7) Veuetated No
Vegetation Class
Soil Filled No
Channel Side Slopes Channel Bend Fare
Left (H:1 V) i ono Bend Radius (ft) nnn
Right (H:1 V) 1000 Outside Bend
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed Allowed Facf,o Computed Allowed Factor (SY)
Left LANDLOK TRM 450 6.410 14.990 2 140 2.660 5.490 2 060 V 1 51
Bottom LANDT .(1K TRM 450 7000 14 990 2.140 3 160 , 5.490 1 740 V 177 76
Right i,ANDi,nK TRM 450 641n 14 990 2. 340 2 660 5.490 2. nhn y 3 51
!Calculation Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
Composite'n'
Channel Geometrv FlowNelocity
Bed Slope (ft/ft) '310 Discharge (cf/s) R5 nnn
Req. Freeboard (ft) _nnn Flow Duration (hrs) 2
Avg. Velocity (ft/s) 6 610
Channel Length (ft) 90 nnn
Bottom Width (ft) Rn nnn Required Factor 1
of Safetv
Channel Depth (ft) SAO
150 Left Wetted Perimeter (ft)
12 t5n Bottom Wetted Perimeter (ft)
Right Wetted Perimeter (ft)
Total Wetted Perimeter (ft)
t 5n Avg. Velocity (ft/s)
ni5 Avg. Discharge (cf/s)
490
79.990
490
R0 970
6 610
95000
•
4
7 Fl- I U11YUti 1401 URQUP
MAR 2 q 2003
WATER QUALITY SECTION Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Alexander Crossing
Durham, North Carolina
Detention Pond.Design Calculations
Project Number: MIH-01000
Designed By: J. Finch
Checked By: B. R. Finch, PE
Date: March 26, 2002 IA CAR
'0?1*400a moo"
SEAL
027476.
ON R. r oanw1? ??
3/?7?2Koo2
C I V I L E N G I N E E R I N G • L A N D P L A N N I N G . S U R V E Y I N G
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
w
Alexander Crossing
Detention Pond Design Calculations
General Description
Alexander Crossing Subdivision is located between Lumley Road and Southern Parkway,
just west of the intersection of Appling Way and Lumley Road in Durham, North
Carolina. The proposed site consists of the construction of 114 single-family residential
lots, along with the associated streets and utilities.
The proposed subdivision is located within the Neuse River basin and will therefore be
subject to the Neuse River regulations. The regulations state that detention is required if
the 1-year post-development peak runoff rate exceeds the 1-year pre-development peak
runoff rate by more than 10%. Also, according to the City of Durham stormwater
quantity control ordinance 23-145a, the property is required to detain discharges to pre-
development peak flow rates if downstream facilities that are located between the
property line and the point where the post-development peak flow rate exceed the pre-
development peak flow rate by more than 10% are adversely affected in the 2- and 10-
year storm events. If detention is not provided, then the downstream facilities must be
upgraded to prevent adverse impacts.
This report contains calculations associated with the design of the dry detention pond for
Alexander Crossing subdivision. An approved stormwater impact analysis, dated March
28, 2001, has been previously submitted to the City of Durham detailing the negligible
impact . the proposed development has on peak flow rates, as compared to pre-
development, in the 2- and 10-year storm events. Therefore, the proposed pond was
designed to satisfy detention requirements in the 1-year storm event. Tables are included
in this report showing the analysis of on-site areas contributing to the pond. A summary
table is also included that details the pre- and post- development flow rates. It is
important to note that this site is not located within a watershed protection district, and
hence is not required to provide facilities to treat all impervious surfaces for 85% total
suspended solids (TSS) removal.
Storm water Methodolo
? Using the Durham County Soil Survey, the predominate soil type for this site was
determined to be Hydrologic Soil Group `D'. SCS Curve Numbers were then
selected based on HSG `D' soils and used in peak flow calculations.
? The 1-year peak flow rates were computed in HEC-HMS by using an SCS Type II
rainfall distribution. A 24-hour rainfall depth of 3 inches was input for the pre- &
post-development calculations.
? Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-
HMS Version 2.1.3 for hydrologic calculations
? The time of concentration was calculated using the SCS Segmental Approach
(TR-55, 1986). The path was divided into segments consisting of overland flow,
concentrated flow, and channel flow. The overall time of concentration is the sum
of the individual segment times.
? HEC-HMS Version 2.1.3, by the U.S. Army Corps of Engineers, was used to
produce pre- and post-development hydrographs and pond routing calculations. A
rating curve and stage-storage function for the proposed pond was generated
externally and then input into HEC-HMS. The principal outlet structure for the
pond is a riser-barrel assembly consisting of a 48-inch diameter pre-cast manhole
riser and a 18-inch diameter O-ring RCP barrel. This structure is designed to pass
all storms less than or equal to the 10-year storm. All storms greater than the 10-
year storm will activate the emergency spillway that has been provided in the dam
embankment.
? Anti-flotation calculations were performed on the riser structure in order to ensure
enough concrete was provided to guard against flotation with a minimum 15%
factor of safety. In addition, the riser sections for the manhole are to be securely
fastened together to prevent separation due to buoyant forces.
? A velocity dissipater is provided at the principal spillway outlet to prevent erosion
and scour in this area. The dissipater is constructed using riprap and woven
geotextile filter fabric. The filter fabric is used to minimize the loss of soil
particles beneath the riprap apron. The dissipater is sized for the 10-year storm
using the NYDOT method. It is a permanent feature of the outlet structure.
? On-site topography was obtained from a survey performed by The John R.
McAdams Company; any off-site topography was from Durham GIS.
? PondPack, Version 7.0, by Haestad Methods, was used to generate the rating
curve for the pond outlet device.
? Two-rating curves were generated for the proposed outlet structure. The first
rating curve was generated for use in the routing of the 1-, 2-, and 10-year storm
events. No tailwater is expected during these storm events hence this rating curve
did not consider tailwater effects (i.e. free outfall). The second rating curve was
generated for use in the routing of the 100-year storm event. During the 100-year
event, tailwater should be considered on the downstream side of the dam.
Therefore, this rating curve considered a tailwater elevation of 358.00, which is
the 100-year flood elevation for the area downstream of the outlet structure (see
included flood map in section titled "Background Information" for details)
Summary & Discussion of Results
The table shown below demonstrates the 1-year post-development peak flow rate is less
than the 1-year pre-development peak flow rate. Therefore, this detention pond satisfies
the detention requirements as imposed by the City of Durham Neuse River regulations.
Please refer to the next few sections of this report for supporting calculations.
2
t
t
Detention Pond Information
Top of Dam Elevation = 360.5 feet
Riser Diameter = 48 inches
Riser Crest Elevation = 359.00 feet
Barrel Diameter = 18 inches
Barrel Invert = 354.5 feet
Drain Pipe Diameter = 4 inches
Drain Pipe Invert = 354.60 feet
Emergency Spillway Length = 80 feet
Emergency Spillway Crest Elevation = 359.90 feet
1-Year Storm Results
Peak Elevation = 358.91 feet
Pond Inflow = 30.2 cfs
Pond Outflow = 0.9 cfs
10-Year Storm Results
Peak Elevation = 359.85
Pond Inflow = 58.3 cfs
Pond Outflow = 20.5 cfs
100-Year Storm Results
Peak Elevation = 360.32 feet
Pond Inflow = 88.0 cfs
Pond Outflow = 81.8 cfs
Summary of Drainage Areas :
PRF.-nF VFi.OPMFNT
Total Pre-Development Drainage Area = 45.13 acres
On-site Wooded Area = 45.13 acres
Com osite SCS Curve Number = 77
TO POND
Total Pond Drainage Area = 13.44 acres
On-site Impervious Area = 1.74 acres
On -site Open Area = 7.25 acres
On-site Lot Impervious Area = 3.10 acres
Off-site Wooded Area = 1.35 acres
Com osite SCS Curve Number = 86.2
POND BYPASS
Total Pond Bypass Drainage Area = 33.04 acres
On-site Impervious Area = 1.95 acres
On -site Open Area = 22.41 acres
On-site Lot Impervious Area = 8.68 acres
Com osite SCS Curve Number = 85.8
3
Background Information
Exhibit. I
Depth-duration-frequency data for selected cities
(Tabulated values are precipitation depth [in])
Location Return 5 min 10 15 30 1 hr 2 hr 3 hr 6 hr 12 hr '24 hr
Period r min min min
Asheville, NC 2 0.46 0.73 0.91 1.35 1.80 2.02 2.24 2.80 3.30 3.80
5 0.53 0.87 1.10 1.66 2.26 2.55 2.84 3.59 4.26 4.92
10 0.59 0.97 1.23 1.89 2.58 2.92 3.26 4.14 4.92 5.70
25 0.67 1.12 1.43 2.22 3.04 3.45 3.86 4.92 5.86 6.80
50 0.74 1.24 1.59 2.47 3.39 3.86 4.33 5.52 6.59 7.65
100 0.80 1.35 1.74 2.72 3.75 4.27 4.80 6.13 7.31 8.50
Charlotte, NC 2 0.46 0.76 0.96 1.31 1.67 1.87 2.07 2.59 3.04 3.50
5 0.54 0.89 1.13 1.61 2.10 2.35 2.59 3.20 3.75 4.31
10 0.59 0.98 1.26 1.82 2.41 2.68 2.95 3.64 4.26 4.88
25 0.68 1.13 1.45 2.13 2.84 3.16 3.47 4.28 4.99 5.71
50 0.74 1.24 1.59 2.37 3.18 3.53 3.88 4.77 5.56 6.36
100 0.81 1.36 1.74 2.61 3.52 3.90 4.29 5.26 6.13 7.00
Greensboro/ 2. 0.48 0.74 0.92 1.25 1.60 1.81 2.02 2.55 3.03 3.50
Winston-Salem, NC 5 0.55 0.87 1.09 1.55 2.02 228 2.54 3.19 3.78 4.36
10 0.60 0.97 1.22 1.76 2.32 2.61 2.90 3.64 4.31 4.97
25 0.68 1.11 1.41 2.06 2.74 3.08 3.43 4.29 5.07 5.84
50 0.75 1.22 1.55 2.30 3.07 3.45 3.83 4.80 5.66 6.52
100 0.81 1.34 1.70 2.53 3.40 3.82 4.24 5.30 6.25 7.20
Fayetteville, NC 2 0.49 0.82 1.05 1.47 1.90 2.11 2.32 2.85 3.33 3.80
5. 0.56 0.94 1.21 1.79 2.39 2.67 2.95 3.66 4.29 4.92
10 0.61 1.04 1.34 2.02 2.74 3.06 3.39 4.22 4.96 5.70
25 0.69 1.18 1.53 2.36 3.23 3.63 4.02 5.02 5.91 6.80
50 0.75 1.29 1.67 2.63 3.62 4.06 4.51 5.63 6.64 7.65
100 0.81 1.41 1.82 2.89 4.00 4.50 4.99 6.25 7.38 8.50
Raleigh/Durham, NC 2 0.48 0.79 1.01 1.35 1.70 1.91 2.12 2.65 3.13 3.60
5 0.55 0.92 1.18 1.64 2.12 2.40 2.68 3.38 4.02 4.65
10 0.60 1.02 1.31 1.85 2.41 2.74 3.07 3.90 4.64 5.38
25 0.68 1.17 1.51 2.16 2.84 3.23 3.62 4.62 5.52 6.41
50 0.75 1.28 1.66 2.40 3.17 3.61 4.06 5.19 6.20 7.21
100 0.81 1.40 1.81 2.64 3.50 4.00 4.49 5.75 6.88 8.00
Wilmington, NC 2 0.49 0.84 1.09 1.58 2.10 2.36 2.63 3.30 3.90 4.50.
5 0.55 0.96 1.24 1.90 2.58 2.93 3.29 4.20 5.00 5.81
10 0.60 1.05 1.36 2.12 2.92 3.34 3.76 4.82 5.77 6.72
25 0.68 1.19 1.54 2.46 3.41 3.92 4.42 5.71 6.86 8.01
50 0.74 1.30 1.69 2.72 3.80 4.37 4.94 6.40 7.70 9.01
100 0.80 1.41 1.83 2.98 4.18 4.82 5.46 7.09 8.55 10.00
Elizabeth City, NC 2 '0.48 0.80 1.02 1.40 1.80 2.04 2.28 2.90 3.45 4.00
5 0.55 0.93 1.19 1.71 2.24 2.57 2.89 3.72 4.46 5.20
10 0.60 1.02 1.32 1.92 2.55 2.94 3.32 4.29 5.16 6.03
25 0.68 1.17 1.51 2.24 3.00 3.46 3.92 5.10 6.15 7.19
50 0.75 1.29 1.66 2.49 3.35 3.87 4.40 5.73 6.91 8.10
100 0.81 1.40 1.81 2.74 3.70 4.28 4.87 6.35 7.68 9.00
HIZ11l1 X11-21 Exhibits
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Ws BY >? .. 4 :', sg ». ,? •` ? _ ra• .?•?- "ate M. CcC.?
V? ; ??`. r, r ,• /!fir ,'?
. .,.- i:`=L'?/:iWSC •`? n`yr:tx. Mt.? ,4 ?T/•? •1. a...
. ' ' ?t.?. - . y I ?k?i i. ? _ ?J?? ^ ? r. WSC • `,
Ilk_
t? .,?_ ,?.• =may' X13 „? WsB g 1, w: Gu CrC
Ur
r
?i \./1 .L H 1 / ,? i I
I.
? ? g t'r"IE
SOURCE: Durham County Soil Survey - Map # 32
SCALE: 1 " T 1320'
LUMLEY ROAD SUBDIVISION WATERSHED SOIL B.R. FINCH, El
VPD-01000 INFORMATION 3/25/02
=> On- & Off-site soils
ame
Cc Carteca and Chewacla soils C
Ch Chewacla and Wehadkee soils C / D
Gu Gullied land; clayey materials D
_
Wn Wehadkee silt loam D
WsB White Store sand loam D
WSC White Store sand loam D
WsE White Store sandy loam D
WvC2 White Store clay loam D
References:
1. SOIL SURVEY: DURHAM COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION). MAP 32.
2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
=> Conclusion
The majority of on-site soils are from hydrologic soil group (HSG) 'd'. Therefore, SCS
Curve numbers chosen for further hydrologic calculations will be from HSG 'd'.
Cover Condition SCS CN Equivalent Rational C
98
Open 80 0.53
Wooded 77 0.47
Hydrologic Calculations
Project: Alexander Crossing Designer: J. Finch
Project #: MIH-01000 Date: March 11, 2002
1. PRE-DEVELOPMENT CURVE NUMBERS
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
It. COMPOSITE CURVE NUMBER CALCULATIONS - PRE-DEVELOPMENT
Watershed Composition:
Cover Description Area [acres]
On-Site Open 0.00
On-Site Impervious 0.00
On-Site Wooded 45.13
Total = 45.13
Composite SCS CN =
Equivalent Rational C =
77.0
0.47
Prepared by John R. McAdams 3/26/02 Page 1
Project: Alexander Crossing
Project #: MIH-01000
Designer: J. Finch
Date: March 11, 2002
1 1. POST-DEVELOPMENT (TO POND) CURVE NUMBERS'
As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover-Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
II. COMPOSITE CURVE NUMBER CALCULATIONS - TO POND
Watershed Composition:
Cover Description Area [acres]
On-site Open 7.25
On-site Impervious 1.74
On-site Lot Impervious (Assume 4,500 sf Impervious/Lot) 3.10
Off-site Wooded 1.35
Total = 13.44
Composite SCS CN = 86.2
Equivalent Rational C = 0.65
Prepared by John R. McAdams 3/26/02 Page 1
Project. Alexander Crossing
Project #: MIH-01000
Designer. J. Finch
Date: March 11, 2002
1. POST-DEVELOPMENT (POND BYPASS) CURVE NUMBERS
==> As shown in the soil information section (See Background Data), the majority of on-site & off-site soils are form'HSG D'.
Therefore, the SCS Curve Number values chosen for use in further hydrologic analysis assume 'HSG D'.
Cover Description SCS CN Comments
Impervious 98
Open/Grassy Areas 80 Assume good condition (> 50% grass)
Wooded Areas 77 Assume good condition
IL COMPOSITE CURVE NUMBER CALCULATIONS - POND BYPASS
Watershed Composition:
Cover Description Area [acres]
Open 22.41
Impervious 1.95
Wooded 0.00
Lot Impervious (Assume 4,500 sf Impervious/Lot) 8.68
Total = 33,04
Composite SCS CN =
Equivalent Rational C =
85.8
0.64
Prepared by John R. McAdams 3/26/02 Page 1
Time of Concentration Calculations
TIME OF CONCENTRATION-SCS TR 55 --> PRE-DEVELOPMENT
Project: Alexander Crossing
Project #: MIH-01000
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1--> OVERLAND FLOW
Segment ID = 1
Surface Manning n (see below) = 0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') 50 feet
2-Year, 24 Hour Rainfall Depth =r 3.6 inches
Land Slope = 0.06 ft/ft.
Travel Time = 4.98 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 402 ft
Watercourse Slope = 0.0448 ft/ft
Average Velocity = 3.42 ft/s (from figure)
Travel Time = 1.96 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 24
Wetted Perimeter = 14
Hydraulic Radius = 1.714
Channel Slope = 0.0022
Manning's n coefficient = 0.045
Channel Velocity = 2.22
Flow Length, L = 902
Travel Time =
TOTAL TRAVEL TIME = 13.7
SCS LAG TIME = 8.22
6.76
sq. feet (Assume 6'x 4' Channel)
feet
feet
ft/ft
ft/s
feet
minutes
MINUTES
MINUTES
Designer: J. Finch
Date: 11-Mar-02
Prepared by The John R. McAdams Company 3/26/02 Page 1
TIME OF CONCENTRATION - SCS TR 55 --> TO POND
Project: Alexander Crossing Designer.: J. Finch
Project #: MIH-01000 Date: 11-Mar-02
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT
SEGMENT #1 --> OVERLAND FLOW
Segment ID = 1
F
Surface Manning n (see below) =
-0.24
Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover <= 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.03 ft/ft
Travel Time = 6.57 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 135 ft
Watercourse Slope = 0.0611 ft/ft
Average Velocity = 3.99 ft/s (from figure)
Travel Time = 0.56 minutes
SEGMENT #3 --> CONCENTRATED FLOW
Segment ID = 3
Surface Description = Paved (Paved or Unpaved)
Flow Length, L = 152 ft
Watercourse Slope = 0.0263 ft/ft
Average Velocity = 3.30 ft/s (from figure)
Travel Time = 0,77 minutes
Prepared by The John R. McAdams Company 3/26/02 Page 1
SEGMENT #4 --> CHANNEL FLOW
Segment ID = 4
Cross-Sectional Flow Area = 1.23 sq. feet
Wetted Perimeter = 3.93 feet
Hydraulic Radius = 0.313 feet
Channel Slope = 200 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 7.47 ft/s
Flow Length, L = ?80 feet
Travel Time = 1.07 minutes
SEGMENT #5 --> CHANNEL FLOW
Segment ID = 5
Cross-Sectional Flow Area = 1.77 sq. feet
Wetted Perimeter = 4.71 feet
Hydraulic Radius = 0.376 feet
Channel Slope = 065 ft/ft
Manning's n coefficient = 0.013
Channel Velocity = 4.81 ft/s
Flow Length, L = 92 feet
Travel Time = 0.32 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0235 ft/ft
Manning's n coefficient = 0.045
Channel Velocity = 7.27 ft/s
Flow Length, L = 85 feet
Travel Time = 0.19 minutes
TOTAL TRAVEL TIME = 9.5 MINUTES
SCS LAG TIME = 5.69 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
TIME OF CONCENTRATION-SCS TR 55 --> POND BYPASS
Project: Alexander Crossing Designer: J. Finch
Project#: MIH-01000 Date: 11-Mar-02
***NOTE: BLUE ITEMS DENOTED REQUIRED INPUT

SEGMENT #1 --> OVERLAND FLOW

Segment ID = 1
Surface Manning n (see below) 0.24

Surface Description Manning's n
Smooth Surfaces (concrete, asphalt, gravel, or bare soil) = 0.011
Fallow (no residue) = 0.05
Cultivated Soils:
Residue Cover - 20% = 0.06
Residue Cover > 20% = 0.17
Grass:
Short Grass Prairie = 0.15
Dense Grasses = 0.24
Bermunda Grass = 0.41
Range (natural) = 0.13
Woods:
Light Underbrush = 0.40
Dense Underbrush = 0.80

Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.6 inches
Land Slope = 0.01 ft/ft
Travel Time = 10.20 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Unpaved (Paved or Unpaved)
Flow Length, L = 70 ft
Watercourse Slope = 0.0571 ft/ft
Average Velocity = 3.86 ft/s (from figure)
Travel Time = 0.30 minutes
SEGMENT #3 --> CHANNEL FLOW
Segment ID = 3
Cross-Sectional Flow Area = 8 sq. feet
Wetted Perimeter = 8.94 feet
Hydraulic Radius = 0.895 feet
Channel Slope = 0.0290 ft/ft
Manning's n coefficient = 0.24
Channel Velocity = 0.98 ft/s
Flow Length, L = 569 feet
Travel Time = 9.66 minutes
SEGMENT #4 --> CHANNEL FLOW
Segment ID = 4
Prepared by The John R. McAdams Company 3/26/02 Page 1
Cross-Sectional Flow Area = 1.23 sq, feet (15" RCP)
Wetted Perimeter = 3.93 . feet (Assume Full Flow)
Hydraulic Radius = 0.313 feet
Channel Slope = 0.0100 ft/ft
Manning's n coefficient= 0.013 (Concrete Pipe)
Channel Velocity = 5.28 ft/s
Flow Length, L =?- 97 feet
Travel Time = 0.31 minutes
SEGMENT #5 --> CHANNEL FLOW
Segment ID = 5
Cross-Sectional Flow Area = 3.14 sq. feet (24" RCP)
Wetted Perimeter = 6.28 feet (Assume Full Flow)
Hydraulic Radius = 0.500 feet
Channel Slope = 0.0126 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 8.10 ft/s
Flow Length, L = 147 feet
Travel Time = 0.30 minutes
SEGMENT #6 --> CHANNEL FLOW
Segment ID = 6
Cross-Sectional Flow Area = 4.91 sq. feet (30" RCP)
Wetted Perimeter = 7.85 feet (Assume Full Flow)
Hydraulic Radius = 0.625 feet
Channel Slope = 0.0277 ft/ft
Manning's n coefficient = 0.013 (Concrete Pipe)
Channel Velocity = 13.95 ft/s
Flow Length, L = 209 feet
Travel Time = 0.25 minutes
SEGMENT #7 --> CHANNEL FLOW
Segment ID = 7
Cross-Sectional Flow Area = 24 sq. feet (Assume 6'x 4' Channel)
Wetted Perimeter = 14 feet (Assume Full Flow)
Hydraulic Radius = 1.714 feet
Channel Slope = 0.0195 ft/ft
Manning's n coefficient = 0.045 (Concrete Pipe)
Channel Velocity = 6.62 ft/s
Flow Length, L = 334 feet
Travel Time = 0.84 minutes
TOTAL TRAVEL TIME = 21.9 MINUTES
SCS LAG TIME = 13.11 MINUTES
Prepared by The John R. McAdams Company 3/26/02 Page 2
1-Year Pre-Development Calculations
HEC-HMS Project: MIH-01000-->LumleyRd Basin Model:
7
HMS * Summary of Results for
Pre-Development
Project : MIA-01000-->LumleyRd Run Name : 1-Year-Pre
Start of Run llMar02 0100 Basin Model Pre-Development
End of Run 12Mar02 0100 Met. Model : 1-Year Type II
Execution Time 26Mar02 0936 Control Specs Control 1
Computed Results
Peak Discharge 54.684 (cfs) Date/Time of Peak Discharge : 11 Mar 02 1300
Total Precipitation 3.00 (in) Total Direct Runoff 1.Q7 (in)
Total Loss 1.93 (in) Total Baseflow 0.00 (in)
Total Excess 1.07 (in) Total Discharge 1.07 (in)
1-Year Post-Development Calculations
HEC-HMS Project: MIH-01000-->LumleyRd Basin Model:
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run 11Mar02 0100 Basin Model : Post-Development
End of Run 12Mar02 0100 Met. Model : 1-Year Type II
Execution Time 26Mar02 0937 Control Specs : Control 1
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 30.165 11 Mar 02 1300 1.8747 0.021
DryPond 0.87121 11 Mar 02 1645 0.92952 0.021
Pond Bypass 54.296 11 Mar 02 1305 4.5107 0.052
Junction-1 55.078 11 Mar 02 1305 5.4402 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 1-Year Post
Start of Run llMar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0937
Basin Model Post-Development
Met. Model 1-Year Type II
Control Specs : Control 1
Computed Results
Peak inflow 30.165 (cfs) Date/Time of Peak Inflow 11 Mar 02 1300
Peak Outflow 0.87121 (cfs) Date/Time of Peak Outflow 11 Mar 02 1645
Total Inflow 1.67 (in) Peak Storage 1.1638(ac-ft)
Total Outflow 0.83 (in) Peak Elevation 358.91(ft)
2-Year, 10-Year, and 100-Year Post-Development
Calculations

HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run 11Mar02 0100 Basin Model Post-Development
End of Run 12Mar02 0100 Met. Model 2-Year
Execution Time 26Mar02 0938 Control Specs Control 1
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 33.149 11 Mar 02 1310 2.0379 0.021
DryPond 1.7070 11 Mar 02 1525 1.0576 0.021
Pond Bypass 58.998 11 Mar 02 1315 4.9112 0.052
Junction-1 59.792 11 Mar 02 1315 5.9688 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 2-Year Post
Start of Run 11Mar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0938
Basin Model Post-Development
Met. Model 2-Year
Control Specs Control 1
Computed Results
Peak Inflow 33.149 (efs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 1.7070 (cfs) Date/Time of Peak Outflow 11 Mar 02 1525
Total Inflow 1.82 (in) Peak Storage 1.2525(ac-ft)
Total Outflow 0.94 (in) Peak Elevation 359.05(ft)
HMS * Summary of Results
Project MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run llMar02 0100 Basin Model : Post-Development.
End of Run 12Mar02 0100 Met. Model : 10-Year
Execution Time 26Mar02 0938 Control Specs : Control 1
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 58.258 11 Mar 02 1310 4.2409 0.021
DryPond 20.526 11 Mar 02 1325 3.0756 0.021
Pond Bypass 109.72 11 Mar 02 1315 10.288 0.052
Junction-1 127.79 11 Mar 02 1315 13.363 0.073
HMS * Summary of Results for DryPond
Project : MIH-01000-->LumleyRd Run Name : 10-Year Post
Start of Run 11Mar02 0100
End of Run 12Mar02 0100
Execution Time 26Mar02 0938
Basin Model Post-Development
Met. Model : 10-Year
Control Specs : Control 1
Computed Results
Peak Inflow 58.258 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 20.526 (cfs) Date/Time of Peak Outflow 11 Mar 02 1325
Total Inflow 3.79 (in) Peak Storage 1.8539(ac-ft)
Total Outflow 2.75 (in) Peak Elevation 359.85(ft)
HMS * Summary of Results
Project : MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run llMar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 88.036 it Mar 02 1310 7.1061 0.021
DryPond 81.825 11 Mar 02 1310 5.9098 0.021
Pond Bypass 170.93 11 Mar 02 1315 17.299 0.052
Junction-1 248.27 11 Mar 02 1315 23.209 0.073
HISS * Summary of Results for DryPond
Project MIH-01000-->LumleyRd Run Name : 100-Yr TW
Start of Run 11Mar02 0100 Basin Model 100-Year TW
End of Run 12Mar02 0100 Met. Model 100-Year
Execution Time 26Mar02 0942 Control Specs Control 1
Computed Results
Peak Inflow 88.036 (cfs) Date/Time of Peak Inflow 11 Mar 02 1310
Peak Outflow 81.825 (cfs) Date/Time of Peak Outflow 11 Mar 02 1310
Total Inflow 6.34 (in) Peak Storage 2.1620(ac-ft)
Total Outflow 5.28 (in) Peak Elevation 360.32(ft)
Detention Pond Calculations
Detention Pond
Project: Alexander Crossing

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
354.60 0.00 0
356.00 1.40 4946 2473 3462 .3462
358.00 3.40 22983 13965 27929 31391
360.00 5.40 27218 25101 50201 81592
1.3833
3.5209
5.2776
Storage vs. Stage
100000
90000
80000 y = 1609.8x2.3599
70000 R2 = 0.998
v 60000
50000

0 40000

30000
20000
10000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Ks = 1609.8
b = 2.3599
Page 1
Project: Alexander Crossing Designer: J. Finch
Project #: MIH-01000 Date: 3120102
Stage-Storaae Rating Curve
Stage-Storage Function =>
Ks = 1609.8
b = 2.3599
Zo = 354.6

WSEL (FT)
..................
354.60 STORAGE
(CUBIC F7)
.
0 STORAGE
(AC-F7)

0.0000
354.80 36 0.0008
355.00 185 0.0043
355.20 482 0.0111
355.40 951 0.0218
355.60 1610 0.0370
355.80 2475 0.0568
356.00 3561 0.0818
356.20 4881 0.1120
356.40 6445 0.1479
356.60 8264 0.1897
356.80 10348 0.2376
357.00 12707 0.2917
357.20 15349 0.3524
357.40 18282 0.4197
357.60 21514 0.4939
357.80 25054 0.5752
358.00 28907 0.6636
358.20 33082 0.7595
358.40 37584 0.8628
358.60 42420 0.9738
358.80 47597 1.0927
359.00 53120 1.2195
359.20 58995 1.3543
359.40 65228 1.4974
359.60 71824 1.6489
359.80 78789 1.8088
360.00 86129 1.9772
360.20 93847 2.1544
360.40 101950 2.3404
360.60 110441 2.5354
Prepared by The John R. McAdams Company 3/20/02 Page 1
Type.... Composite Rating Curve
Name.... DRY POND
Page 2.13
File.... C:\HAESTAD\PPKW\MIH-0 I 000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
--------------- -------- Converge ---------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
354.60
354.80
355.00
355.20
355.40
355.60
355.80
356.00
356.20
356.40
356.60
356.80
357.00
357.20
357.40
357.60
357.80
358.00
358.20
358.40
358.60
358.80
359.00
359.20
359.40
359.60
359.80
359.90
360.00
360.20
360.40
360.50
--- --
.00 ------ ----- -----
Free Outfall
.05 Free Outfall
.17 Free Outfall
.26 Free Outfall
.33 Free Outfall
.38 Free Outfall
.42 Free Outfall
.47 Free Outfall
.50 Free Outfall
.54 Free Outfall
.57 Free Outfall
.60 Free Outfall
.64 Free Outfall
.66 Free Outfall
.69 Free Outfall
.71 Free Outfall
.74 Free Outfall
.77 Free Outfall
.79 Free Outfall
.81 Free Outfall
.83 Free Outfall
.86 Free Outfall
.88 Free Outfall
4.26 Free Outfall
10.30 Free Outfall
17.94 Free Outfall
18.38 Free Outfall
18.59 Free Outfall
26.39 Free Outfall
58.65 Free Outfall
104.47 Free Outfall
131.36 Free Outfall
(no Q: RI,DP,BA,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: R1,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
DP,BA (no Q: RI,WR)
RI,DP,BA (no Q: WR)
RI,DP,BA (no Q: WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA (no Q: DP,WR)
RI,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
R1,BA,WR (no Q: DP)
RI,BA,WR (no Q: DP)
?-YEAe ? ia,tfA2
RlaiTl?Jf? CV¢VE
S/N: 92la01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.01
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E 1, ft E2, ft
----------------- ---- ------- --------- -------
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP ---> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
I-VFAV- ? W-IFAZ
RPCCt?1G CMvf. Wf't)'f'S
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.02
File.... C:\HAESTAD\PPKW\M]H-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 2.03
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID =DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form I equ. below T1 elev.
Use submerged inlet control Form l equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 354.98 ft ---> Flow = .17 cfs
At T2 Elev = 355.03 ft ---> Flow= .20 cfs
S/N: 92la01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data Page 2.04
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------
---
--------------------
No. Barrels = -
1
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
TI ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form I equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 356.23 ft ---> Flow = 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow= 8.66 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Outlet Input Data Page 2.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance= .10 cfs
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:19:15 Date: 03-26-2002
Type.... Composite Rating Curve
Name.... DRY POND
Page 1.10
File.... C:\I-IAESTAD\PPKW\MIH-01000\DRY POND.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR.004 (+/- ft)
FLOW PATH: Elev= 359.2; Branch: DP-BA-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q T W Elev Error
ft c
- fs ft +/-ft Contri buting Structures
•--
---- --
354.60 ----- ---
.00 ----- -----
358.00 ------
.000 --------------------
(no Q: R1,DP,BA,WR)
354.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
355.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
356.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.20 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.40 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.60 .00 358.00 .000 (no Q: RI,DP,BA,WR)
357.80 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.00 .00 358.00 .000 (no Q: RI,DP,BA,WR)
358.20 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.40 .22 358.00 .001 DP,BA (no Q: RI,WR)
358.60 .44 358.00 .002 DP,BA (no Q: RI,WR)
358.80 .44 358.00 .002 DP,BA (no Q: RI,WR)
359.00 .44 358.00 .003 DP,BA (no Q: RI,WR)
359.20 3.85 358.00 .004 RI,DP,BA (no Q: WR)
359.40 11.01 358.00 .000 RI,BA (no Q: DP,WR)
359.60 11.78 358.00 .000 RI,BA (no Q: DP,WR)
359.80 12.49 358.00 .000 RI,BA (no Q: DP,WR)
359.90 12.83 358.00 .000 RI,BA (no Q: DP,WR)
360.00 20.75 358.00 .000 RI,BA,WR (no Q: DP)
360.20 53.25 358.00 .000 RI,BA,WR (no Q: DP)
360.40 99.27 358.00 .000 RI,BA,WR (no Q: DP)
360.50 126.26 358.00 .000 RI,BA,WR (no Q: DP)
?on- YEA2 ¢aTiNG
Gvrty?
S/N: 92la01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.01
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.60 ft
Increment = .20 ft
Max. Elev.= 360.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 359.000 360.500
Culvert-Circular DP ---> BA 354.600 360.500
Culvert-Circular BA ---> TW 354.500 360.500
Weir-Rectangular WR ---> TW 359.900 360.500
TW SETUP, DS Channel
100-YEAV, own#4
C V INE hJ"
S/N: 921a0I506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.02
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 359.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. = .600
Weir Length = 12.57 ft,
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data
Name.... DRY POND
Page 1.03
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = DP
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = .3300 ft
Upstream Invert = 354.60 ft
Dnstream Invert = 354.60 ft
Horiz. Length = 4.00 ft
Barrel Length = 4.00 ft
Barrel Slope = .00000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .137139 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.160
T2 ratio (HW/D) = 1.307
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T l Elev = 354.98 ft ---> Flow= .17 cfs
At T2 Elev = 355.03 ft ---> Flow= .20 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data Page 1.04
Name.... DRY POND
File.... C:IHAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----
-
---- =----- = Culvert-Circular
---------------
-----
-
No. Barrels = I
Barrel Diameter = 1.5000 ft
Upstream Invert = 354.50 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .01111 ft/ft
OUTLET CONT ROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
TI ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below TI elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at TI & T2...
At T1 Elev = 356.23 ft ---> Flow = 7.58 cfs
At T2 Elev = 356.45 ft ---> Flow= 8.66 cfs
S/N: 921a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Type.... Outlet Input Data Page 1.05
Name.... DRY POND
File.... C:\HAESTAD\PPKW\MIH-01000\DRY POND.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 359.90 ft
Weir Length = 80.00 ft
Weir Coef£ = 3.000000
Weir TW effects (Use adjustment equation)
S/N: 921 a01506a8b The John R. McAdams Company
PondPack Ver: 7.0 (325) Compute Time: 09:20:12 Date: 03-26-2002
Alexander Crossing
Project # MIH-01000
VELOCITY DISSIPATOR DESIGN
Designed By: J. Finch
Velocity Dissipator - Pond Outlet
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 21 Flow depth (ft) = 1.50
slope S in % : 1.11 Outlet velocity (fps) = 11.884
pipe diameter D in in.: 18
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 1.50
Outlet velocity (fps) 11.88
Apron length (ft) 9.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
--------
3 -----
A ---------
9'
» 6 B 22
13 B or 1 22
23 2 27
WIDTH = 0.4La + Do
WIDTH = 0.4(9) + 1.5
WIDTH=3.6+1.5
WIDTH = 5.1 FEET 4 SAY 6 FEET
Page 1
ALEXANDER CROSSING J. FINCH
NHH-01000 3/26/02
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Input Data ==>
Inside diameter of manhole = 4.00 feet
Wall thickness of manhole = 5.00 inches
Base thickness of manhole = 6.00 inches
Base diameter of manhole = 4.83 feet
Inside height of Manhole = 4.50 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 22.0 inches
Size of drain pipe (if present) = 4.0 inches
Trash Rack water displacement = 52.00 CF
Concrete Present ==>
Total amount of concrete:
Base of Manhole = 9.161 CF
Manhole Walls = 26.016 CF
Adjust for openings:
Opening for barrel =
Opening for drain pipe =
1.100 CF
0.036 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 34.041 CF
Weight of concrete present = 4834 lbs
Amount of water displaced ==>
Displacement by concrete = 34.041 CF
Displacement by open air in riser = 56.549 CF
Displacement by trash rack = 52.000 CF
Total water displaced by riser/barrel structure = 142.590 CF
Weight of water displaced = 8898 lbs
1 OF 2
ALEXANDER CROSSING J. FINCH
NIIH-01000 3/26/02
Calculate amount.of concrete to be added to riser ==>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 5398 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 77.992 CF of concrete
Standard based described above = 9.161 CF of concrete
Therefore, base design must have = 87.153 CF of concrete
Calculate size of base for riser assembly ==>
Diameter = 7.500 feet
Thickness = 25.0 inches
Concrete Present = 92.039 CF OK
Check validity of base as designed ==>
Total Water Displaced = 225.468 CF
Total Concrete Present = 116.919 CF
Total Water Displaced = 14069 lbs
Total Concrete Present = 16603 lbs
Actual safety factor = 1.18 OK
Results of design ==>
Base diameter = 7.50 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 3.23 CY
Concrete unit weight in added base >= 142 PCF
2OF2
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. A of -A W O Ole'nl
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) . OK?
Dry Pond 45.0 1.70 1.99
1 23.8 20
'0 15 YES
e(ote: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
4 ECDesign(R)2000 Channel Analysis Report
Proieet Information Last Update: 03/13/2002
Project Name: Lumley Road Subdivision
Description: Emergency Spillway Liner
State: Raleigh Rtate NC Units: Fngli-h
Notes:
Channel Design
Design Criteria Vegetation and Soil
Flow Rate (n) Vepetaterl No
Vegetation Class
Soil Filled No
Channel Side Slopes Channel Bend Fal-e
Left (H:1 V) 3 000 Bend Radius (ft) nnn
Right (HA V) 1000 Outside Bend
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed Allowed Factor Computed Allowed Factor (SY)
Left LANDLOK TRM 450 6 410 14.990 9.140 2.660 5.490 2. 060 Y 3 51
Bottom LANDLOK TRM 450 7 000 14.990 2.140 3.160 549() 1 740 V 177 76
Right LANDLOK TRM 450 6 410 14 990 ?'140 2.660 5.490 2. 060 Y 3 51
Calculation Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
Composite ' n'
Channel Geometry Flow/Velocity
Bed Slope (ft/ft) 330 Discharge (cf/s) R5 000
Req. Freeboard (ft) .000 Flow Duration (hrs) ?.
Avg. Velocity (ft/s) 6 610
Channel Length (ft) 20 000
Bottom Width (ft) 90000 Required Factor 1
of Safetv
Channel Depth (ft) 500
150 Left Wetted Perimeter (ft)
12 350 Bottom Wetted Perimeter (ft)
Right Wetted Perimeter (ft)
Total Wetted Perimeter (ft)
150 Avg. Velocity (ft/s)
035 Avg. Discharge (cf/s)
490
79.990
490
RO 970
6 610
95000
? ? ? Kimley-Horn
and Associates, Inc.
Thank you for your attention to this matter. If you have any questions, please
call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: M/I Homes, Inc. c/o Don Fralev
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh, North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates, Inc.
Mailing Address: P.O. Box 33068
Raleigh. North Carlolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: beth.reedgkimley-hom.com
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): 0749-04-81-8804,0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate
40 west to exit 282 Pate Road and head north 3 miles to T.W. Alexander Drive. Head
west on Alexander Drive. Site is north of Alexander Drive at crossing of UT of Stirrup Iron
Creek.
5. Site coordinates, if available (UTM or Lat/Long): See map
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Undeveloped - forested
7. Property size (acres): 44.85
8. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
9. River Basin: Neuse River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is. available at htW://h2o.enr.state.nc.us/admin/maps/.)
Page 6 of 12
10. Describe the purpose of the proposed work: Housing development (Roads and sewer line
11. List the type of equipment to be used to construct the project: Equipment typical for
road construction, site development and sewer line replacement.
12. Describe the land use in the vicinity of this project: Mix of residential and undeveloped
forested land.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
None
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
None
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 7 of 12
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
1 Fill (culvert) 0.24 Yes 75 Forested wetland

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.aov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 0.50
Total area of wetland impact proposed: 0.24
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
2 Fill (culvert) 93 UT Stirrup Iron Creek 12 Perennial
3 Sewer line 32 UT Stirrup Iron Creek 10 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mat)quest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 125
Page 8 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
None

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Impacts have been minimized by having a road crossing at the upper reach of the
tributary. Due to a Durham County ordinance, subdivisions over 100 lots require
two entrance/exits.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 9 of 12
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htlp://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at h=://h2o.enr.state.nc.us/wnp/index.htrn. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Page 10 of 12
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NBPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
f impact to each zone of the riparian buffers. If buffer
Identify the square feet an d
mitigation is required ?cu1 to the requi amount of mitigation by applying the buffer
0 !e
multipliers.
Z ne* Impact
(square feet Multi ier Required
Mitigation
1 3 Exempt
2 1 Exempt
'Total
* Zone P extends out 30 teet perpendicular from nea ank of channel; "Lone 2 extends an
additions feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
NA
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Stormwater will include a detention pond alon acquirements for Neuse River Buffer rules.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
gent By: Kimley-Horn Associates; 843 626 0112; Dec-27-01 1:16PM;
Letter of Authorization
M/I Homes, inc. authorizes Kimley-Horn and Associates, Inc. to act as our
limited agent to prepare and coordinate in the application to the U.S. Anny Corps
of Engineers for 404/401 permits and jurisdictional determinations associated
with the Lumley Road Subdivision project located in Durham, Durham County,
North Carolina. Authorization will terminate on either final agency action or
upon written notification from either parties involved.
f ? z8 0 ?
Data
Page 2/2
Elm" LUMLEY ROAD 71GURE
Kirnley-Horn and Associates, Inc. SUBDMSION SITE LOCATION
? m? LUMLEY ROAD FIGURE
SITE MAP 2 of 5
Kimley-Horn and Associates, Inc. SUBDIVISION
FIGURE
rl=n LUMLEY ROAD IMPACT AREA DETAIL 3 of 5
Kimley-Hom and Associates, Inc. SUBDIVISION
LUMLEY ROAD FIGURE
IMPACT AREA DETAIL 4 of 5
Kimley-Horn and Associates, Inc. SUBDIVISION
1 /
NEUSE RIVER BUFFER
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IMPACT AREA DETAIL 5 Of 5
Kimley-Hom and Associates, Inc. SUBDIVISION
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. Ross Jr., Secretary
March 28, 2001
Beth Reed
Kimley-Horn and Associates, Inc.
P.O. Box 33068
Raleigh, NC 27636-3068
Subject:
Dear Ms. Reed:
"TO."FA
IT a ,
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Neuse River Basin
Riparian Buffer Rules
NBRRO 01-106
Lumley Road - Kimley-Horn Site
Wake County
The site location map and other information that was provided, allowed a determination to be made
as to whether or not the site would require compliance with.the Neuse Buffer Rule. This specific
project is referenced by the Raleigh Regional Office as NBRRO 01-106.
Stream features A, B, C, and D are indicated on either the Durham County Soil Survey or the USOS
Southeast Durham Quadrangle (topographic). On March 23, 2001 I completed a site visit and
determined that features A and Bare subject to protection under the Neuse River Basin: Nutrient
Sensitive Waters Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code 15A:02B.0233 (NCAC 0233). Features C and D are exempt from the Neuse
Buffer Rule. This letter addresses only the applicability of the Neuse Buffer Rule at this one specific
site.
Thank you for your attention to this matter and if this Office can be of any assistance or if you have
additional questions, please do not hesitate to contact us.
Sincerely,
Matthew Flynn
Environmental Specialist
cc: RRO/John Dorney
C: buffl.106.doc
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DURHAM COUNTY,
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North Carolina Department of Environment and Natural Res.
Alan W. Klimek, P.E., Direa?,
p Division of Water Quality,
October 11, 2002
DWQ # 02-0012
Durham County
CERTIFIED MAIL RETURN RECEIPT REQUESTED
M/I Homes, Inc.
Attn: Don Fraley
4020 West Chase Boulevard, Suite 190
Raleigh, NC 27607
Dear Mr. Fraley:
With receipt of the revised information received on October 1, 2002 and the initial
application dated August 13, 2002, the Division of Water Quality (DWQ) has these questions
regarding your plan to fill wetland for the purpose of two road crossings in Durham County. Please
provide seven copies of the following information and refer to the DWQ# listed above in your reply.
1. Please indicate all stormwater outfalls on the site plan. There are several stormwater outlets
in the project that are not in areas 1, 2, or 3.
2. The stormwater discharges at the location on the plans in areas 2 and 3 will not provide
diffuse flow through the buffer because the flow will remain concentrated as it exits the rip-
rap pads. Please revise the plans and provide calculations to show that diffuse flow will be
achieved through the entire buffer. If it is not possible to achieve diffuse flow through the
entire buffer then it may be necessary to provide stormwater management practices that
remove nutrients before the stormwater can be discharged through the buffer.
Please telephone Todd St. John at 919-733-1786 if you have any questions or would require
copies of our rules or procedural materials. This project will remain on hold as incomplete in
accordance with 15A NCAC 2H .0505(c). The processing time for this application will begin when
this information is received. If we do not hear from you by writing within three (3) weeks we will
assume you no longer want to pursue the project and will consider it withdrawn.
Sincerely,
J R. Dorney
40 Water Quali C rtification Program
JRD/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., RaWgh, NC 276042260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetiands
TIE JOHN R. WADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Mr. Todd St. John
North Carolina Division of Water Quality
Environmental Engineer
2321 Crabtree Boulevard
Date: November 27, 2002
02 od-?z
** HAND DELIVER **
Raleigh, North Carolina 27604
Re: Alexander Crossing
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTIO ip [a 11 1W

1 set
Full Size Drawings b 11111 U

1N lTY SEG
These are transmitted as checked below:
? As requested ? For your use
® For approval ?
? For review and comment ?
,ON
Remarks: Enclosed are full size drawings for the entire site. They reflect the addition of pre-formed scour
holes to the 15 inch and 18 inch pipe outlets. Please call if you have any questions or need anything
else.
Copy to:
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
Job No.: MIH-01000
Signed:
Land Development Group
CIVIL ENGINEERING LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No. G
(If any particular item is not applicable to this project, please enter " t pplicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ?
? Section 10 Permit ?
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) R
I'UC 2002
Riparian or Watershed Buffer Rules
Isolated Wetland_P?r" i t_'fr_am DWQ
-quested: 39 (Modification)
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: M/I Homes, Inc. c/o Don Fraley
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh, North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates, Inc.
Mailing Address: P.O. Box 33068
Raleigh, North Carolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: [e-mail]
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0749-04-81-8804, 0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate 40
west to exit 282 Page Road and head north 3 miles to T.W. Alexander Drive. Head west on
Alexander Drive. Site is north of Alexander Drive at crossing of UT of Stirrup Iron Creek
5. Site coordinates, if available (UTM or Lat/Long): 35° 55', 78° 50' (See map)
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 44.85
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
8. River Basin: Neuse River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
Undeveloped - forested
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Equipment typical for sewer line placement.
11. Explain the purpose of the proposed work: Place new sewer line.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Neuse River buffer determination was made by Matthem Flynn (DWQ). Refer to DWQ
(Matthrew Flynn) letter dated March 28, 2001 (NBRRO 01-106.) NW39 and 401 were issued
(USAGE Action ID 200220485 and DWQ Project# 02-0012) (Application date 9/22/02, permit
issue date 02113/02.) Permit approved for wetland and stream road crossing in addition to stream
impacts associated with sewer line crossing.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
none
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 13
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: ; Proposed impact to an UT of
Stirrup Iron Creek for the placement of a sewer line. The proposed impact is 30 linear feet.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(ye /no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.50
Total area of wetland impact proposed: (0.24 prior approval)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(leases ecif )
1 pipe 30 Ur Stirrup Iron Creek 15 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
Page 8 of 13
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 30 (New total project
impact 155)
4. Individually list all open water impacts (including lakes, .ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout.. pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The Areviously line would have been placed in the road riaht-of-wav but to enRineerinR
constraints the new line would be placed adjacent to the road crossing.
Page 9 of 13
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.ne.us/ncwetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Page 10 of 13
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call. the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 900 3 none
2 600 1.5 none
Total 1500 none
Page 11 of 13
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement; Riparian Buffer Restoration/Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Stormwater will include a detention pond along with all requirments for Neuse River Buffer
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A
Page 12 of 13
Z,
V Applicant/VgenYs Signature CKiw.t t- 14arv, amd ?Asa«euiaa? .) Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
\\EAGLE\VOL2\PN\000010\dnw\MI HomeAKNFORM NW12.doe
Page 13 of 13
U.S. ARMY CORPS OF ENGINEERS
Wilmington District - r I
Action ID: 200220485 County: Durham
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property
Authorized
Owner M/I Homes, Inc. Agent Kiinley-Horn and Associates, Inc.
Attn: Don Fraley Attn: Norton Webster
Address 4020 West Chase Blvd., Suite 190 Address Post Office Box 33068
Raleigh, NC 27607 Raleigh, NC 27636
Telephone Number 919-828-1106 Telephone Number 919-677-2000
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the south side of Lumlev Road, .0.75 mile west of Page Road, in Durham, North Carolina. The
site is adjacent to an unnamed tributary of Stirrup Iron Creek, above headwaters, in the Neuse River
Basin.
Description of Activity: This permit authorizes mechanized landclearing, the installation of culverts, and
the placement of fill and riprap associated with a road crossing required for residential development of
Lumley Road subdivision. Impacts to wetlands and waters authorized by this permit total 0.24 acre.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344) only.
Section 10 (River and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
. 39 Nationwide Permit Number
Any violation of the conditions of the Regional General or Nationwide Permit referenced above may
subject the permittee to a stop work order, a restoration order, and/or appropriate legal action.
This Department of the Army Regional General Permit or Nationwide Permit verification does not
relieve the permittee of the responsibility to obtain any other required Federal, State, or local
approvals/permits. The permittee may need to contact appropriate State and local agencies before
beginning work. If you have.any questions regarding the Corps of Engineers regulators program,
please contact Todd Tugwell at telephone number (919) 876 - 8441 extension 26
Regulatory Project Manager Signature
Authorization Date February 13, 2002 Expiration Date March 18, 2002*
*Please note that activities that have commenced or under contract to commence by March 1.8, 2002 will
have until March 18, 2003 to complete construction within waters of the U.S.
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE ATTACHED
TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR AM*'' P: n
CF:
fEg ,1 4 2009.

;ent By: Kimil?i-HoOn & Associates; 843 626 0112; Dec'=27-01 1:16PM; Page 2/2
Letter of Authorization
M/i Homes, Inc. authorises Kimley-Horn and Associates, Inc. to act as our
limited agent to prepare and coordinate in the application to the U.S. Army Corps
of Engineers for 404/401 permits and jurisdictional determinations associated
with the Lumley Road Subdivision project located in Durham, Durham County,
North Carolina. Authorization will terminate on either final agency action or
upon written notification from either parties involved.
? ? ? Kimley-Horn
and Associates, Inc.
®2QQ 1,2
January 2, 2002 ¦
R.O. Box 33068
Raleigh, North Carolina
27636-3068
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650 soon
Re: Application for Nationwide #39
Lumley Road Subdivision
Durham, North Carolina
Dear: Dear Mr. Dorney:
Attached is a Joint Application for a Nationwide Permit #39 and Section 401
Water Quality Certification for the proposed Lumley Road Subdivision in
Durham, North Carolina. The 44.85-acre undeveloped-forested parcel owned by
NO Homes, Inc. is located north of T. W. Alexander Drive, west of Miami
Boulevard, south of Lumley Road, and west of Page Road in Durham County
(Figure 1).
The impacts are the result of two road crossings and a sanitary sewer line
crossing. An unnamed tributary of Stirrup Iron Creek will be impacted by a
proposed road crossing and another tributary will be crossed by a proposed sewer
line. A second proposed road crossing would impact a wetland area associated
with the floodplain of one of the tributaries. Included are maps detailing the
impact areas. The two road crossings are required per Durham County
ordinances requiring subdivision with more than ninety lots to have two
entrance/exits. The two road crossings are associated with access from Lumley
Road and T. W. Alexander Drive.
Included with the permit application is a site plan showing the proposed wetland
and stream impacts along with details of the three proposed impacts. Also,
attached is a letter dated March 28, 2001 from Matthew Flynn regarding Neuse
Buffer Rule determination for the subject property.

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TEL [phone]
FAX [phone]
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and Associates, Inc.

September 30, 2002
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map.
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
H:\PN\000010\dnw\MI Homes\DWQ letter 09-12-02.doc
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Raleigh, North Carolina
27636.3068
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PROJECT NO. MIH-01000
FILENAME` AREAI.DWG
SCALE: 1 30'
DATE: 09-27-02
ALEXANDER CROSSING
DURHAM, NC
STORMWATER DISCHARGES TO BUFFER
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK. NC
P.0. BOX 14005 ZIP 27709-4005
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PROJECT NO.
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FILENAME: AREA2.DWG
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ALEXANDER CROSSING
DURHAM, NC
STORMWATER DISCHARGES TO BUFFER
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 ZIP 27709-4005
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FILENAME: AREA2.DWG
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C SCALE: ?/y?y/?? ENGINEERS/PLANNERS/SURVEYORS
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[phone]
DWQ#

102 0012
Plan Detail Incomplete
Y _ Date Jo ?? d -
*;
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipators, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
V ase specify the percent of project imperviousness area based on the estimated built-out conditions. ??fi?_ [5
rG?,re sr,mt?ul o f
ase indicate all stormwater ouffalls on the site plan. ?
?? ??e vo e o? dve ?? i-7a reaS i, 2) c*' 3
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional information as to why
it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the . Please
revise the plans to avoid the impacts.
? This Pfta believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the Please
re ' e the plans to minimize the impacts. ; far ollq `?._ fi?OH/ W? (? fe 6141 A
The stormwater discharges at the location on the plans-ktbeled will not provide diffuse flow through the buffer because Please C G4CVI4(
revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it is not possible to achieve diffuse q5 ? j oldl.
flow through the entire buffer then it may be necessary to provide stormwater management practices that remove nutrients before the stormwater can be discharged through the buffer. v1?C iy q
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impact was request. Please provide $
This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application,
$$) Mitigation
copies of the site plans and other supporting information.
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The plan must conform
to the requirements in 15 A NCAC 2H.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
OF W A T9
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September 3, 2002
DWQ # 02-0012
Durham County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
M/I Homes, Inc.
Attn: Don Fraley
4020 West Chase Boulevard, Suite 190
Raleigh, NC 27607
Dear Mr. Fraley:
On August 19, 2002 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill wetland for the purpose of two road crossings in Durham
County. Approval from DWQ is required to disturb these areas. Please provide seven copies of the.
following information and refer to the DWQ# listed above in your reply. In particular as described in
15A NCAC 2B .0502, we will require you to locate all streams and ponds on the property. Please
show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine your
projects' compliance with 15A NCAC 2H .0500.
Items not completed on application:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
1. Please provide a stormwater management plan that shows all of the stormwater will be
discharged in a diffuse manner through the entire buffer or that will otherwise comply with
Neuse Buffer Rules (15A NCAC 213 .0233).
2. Please indicate the impacts in the buffers resulting from the construction of any sewer lines
parallel to the protected buffers.
Please telephone Todd St. John at 919-733-1786 if you have any questions or would require
copies of our rules or procedural materials. This project will remain on hold as incomplete in
accordance with 15A NCAC 2H .0505(c). The processing time for this application will begin when
this information is received. If we do not hear from you by writing within three (3) weeks we will
assume you no longer want to pursue the project and will consider it withdrawn.
Sincerely,
/l
r John R. Dorney
401 Water Quality Certification Program
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers.
Central Files
File Copy
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands `
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ALEXANDER CROSSING
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STORMWATER DISCHARGES TO BUFFER
THE JOHN R. McADAMS
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ENGINEERS/PLANNERS/SURVEYORS
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FILENAME: AREAI.DWG
SCALE: 1"=30-
DATE: 09-27-02
ALEXANDER CROSSING
DURHAM, NC
SMRMWATER DISCHARGES TO BUFFER
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
Kimley-Horn
and Associates, Inc.
September 30, 2002
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map.
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KM.EY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
H:\PN\000010\dnw\MI Homes\DWQ letter 09-12-02.doc
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1650 Mail Service Center
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parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
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1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map.
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
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September 30, 2002
Mr. John Domey
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map.
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
H:\PN\000010\dnw\MI Homes\DWQ letter 09-12-02.doc
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September 30, 2002
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist II
C
OCT
H:\PN\000010\dnw\MI Homes\DWQ letter 09-12-02.doc
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THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
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CEF1 Kimley-Hom
and Associates, Inc.
September 23, 2002
Fax Transmittal
To: Mike Horan
Firm/Location: DWQ- Wetland Emit
Fax No.: [phone]
Job No.:
P.O. aox 330"
Raleigh, Noah Carolina
27636-30613
TEL [phone]
FAX [phone]
Prom: Norton Webster job Name, Lumley Road
Original coming by mail. Yes ? No
If you have any problems, please call 919-677-2000 and ask for: Norton Webster
Total number of pages, including cover sheet: 2
Comments:
This facsimile is intended fur the addressee named herein and may contain irk formation that is cogfidential- {f you
are not the intended recipient or the employee or agent responsible for delivery to the addressee, you are hereby
notifted that any review, dissemitwtion, disclosure, or copying of this communication is strictly prohibited. If you
have received this facsimile in error, please immediately notify us by telephone, and return the original facsimile
to its at the address above via the V.S. Ponal Service. Thank you.
?.nnltoo'd gtzo# AMR 090ZLL96i6 L :GT ZCOZ,EZ-dRs
??? KimieyMan
and Associates, Inc.
September 23, 2002
Mike Horan
NC DENR/Division of Water Quality
Wetlands Unit
16$0 Mail Service Center
Raleigh. NC 27699-1650
Re: DWQ #/02-0012
Lumley Road
Durham County. North Carolina
Dear: Mr. Horan:
Do not withdraw the above referenced 401 application. The project is still active
and comments are being addressed. If you have any questions, please call me at
[phone],
Very truly yours,
KRALEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
¦
TEL [phone]
Pax 919 977 2050
P.O. Box 33069
M
R*Igh, North Cara
2763&3093
zoo/Z00'd gno# AMR 090ZLL96T6 L.:gT ZCOZ,£Z'dSS

Kimley-Horn
and Associates, Inc.
®20012
August 12, 2002
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Application for Modification of Section 401 Water Quality Certification
DWQ No. 02-0012
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
Attached is a Joint Application for modification of a Nationwide Permit #39 and
Section 401 Water Quality Certification for the proposed Lumley Road
Subdivision in Durham, North Carolina. The 44.85-acre undeveloped-forested
parcel owned by M/I Homes, Inc. is located north of T. W. Alexander Drive,
west of Miami Boulevard, south of Lumley Road, and west of Page Road in
Durham County (Figure 1).
A Nationwide #39 was issued o ru , 2002 (DWQ No. 02-0012 and
USACE Action ID 200220485 f r 0.24 a s of wetland impacts and 125 linear
feet of stream impacts on the sub roperty for two road crossings and a sewer
line crossing. An additional stream impact to the project is proposed. A second
sewer line is proposed to cross an unnamed tributary of Stirrup Creek. The sewer
line was originally proposed to be place in the right of way of the road but due to
engineering constraints w d adjacent to the road. The ' ' nal
stream i uld inear feet r total project impacts o 24 acre of
wetlands a 155 f t of strea annel.
Included for your review is a site plan showing the proposed stream impact along
with details of the proposed impact. Also, included is a copy of the original
Nationwide #39.
¦
TEL [phone]
FAX [phone]
P.O. Box 33068
Raleigh, North Carolina
27636.3068

Office Use Only:
USACE Action ID No.
DWO No.
Form Version May 2002
(If any particular item is not applicable to this project, please enter "Not Applicable" ?o "1TA' a
I. Processing
AU 3 2002 i
1. Check all of the approval(s) requested for this project: "-
® Section 404 Permit ? Riparian or Watershed Buffbr Rules= J
? Section 10 Permit ? Isolated Wetland Permitfrom DW 5t
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39 (Modification)
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: M/I Homes, Inc. c/o Don Fraley
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh, North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates, Inc.
Mailing Address: P.O. Box 33068
Raleigh, North Carolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: [e-mail]
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0749-04-81-8804, 0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate 40
west to exit 282 Page Road and head north 3 miles to T.W. Alexander Drive. Head west on
Alexander Drive. Site is north of Alexander Drive at crossing of UT of Stirrup Iron Creek
5. Site coordinates, if available (UTM or Lat/Long): 35° 55', 78° 50' (See maps
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 44.85
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
8. River Basin: Neuse River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
Undeveloped - forested
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Equipment typical for sewer line placement.
11. Explain the purpose of the proposed work: Place new sewer line.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Neuse River buffer determination was made by Matthem Flynn (DWQ). Refer to DWQ
(Matthrew Flynn) letter dated March 28, 2001 (NBRRO 01-106.) NW39 and 401 were issued
(USACE Action ID 200220485 and DWQ Project# 02-0012) (Application date 9/22/02, permit
issue date 02/13/02.) Permit approved for wetland and stream road crossing in addition to stream
impacts associated with sewer line crossing.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
none
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 13
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Proposed impact to an UT of
Stirrup Iron Creek for the placement of a sewer line. The proposed impact is 30 linear feet.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema. Qov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.50
Total area of wetland impact proposed:_ _(0.24 prior approval)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
(please secif )
1 pipe 30 UT Stirrup Iron Creek 15 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
Page 8 of 13
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.tol2ozone.com,
www.mnguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 30 (New total project
impact 155)
4. Individually list all open water impacts (including lakes, .ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The previously line would have been vlaced in the road right-of-wav but to engineering
constraints the new line would be placed adjacent to the road crossing.
Page 9 of 13
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o. enr.state.nc. us/ncwetlan.ds/strm gide. html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at h!lp:Hh2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Page 10 of 13
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 900 3 none
2 600 1.5 none
Total 1500 none
Page 11 of 13
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration/Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please atfach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
N/A
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Stormwater will include a detention pond alone with all reciuirments for Neuse River Buffer
rules.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A
Page 12 of 13
D$ 1z JL
Applicant/ gen s Signature CK;w,t?y• tarn a,.a A::?«L?S.) Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
\\EAGLE\VOL2\PN\000010\dnw\MI HomeAKNFORM NW12.doc
Page 13 of 13
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SITE LOCATION 1 of 3
Kimley-Horn and Associates, Inc. SUBDIVISION
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LETTER DATED MARCH 28, 2001
(NBRRO 01-106)
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Kimley-Horn and Associates, Inc. SUBDIVISION
U.S. ARMY CORPS OF ENGINEERS 0 Ps
Wilmington District -
Action ID: 200220485 County: Durham
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property
Authorized
Owner M/I Homes, Inc. Agent Kimley-Horn and Associates, Inc.
Attn: Don Fraley Attn: Norton Webster
Address 4020 West Chase Blvd., Suite 190 Address Post Office Box 33068
Raleigh, NC 27607 Raleigh, NC 27636
Telephone Number 919-828-1106 Telephone Number 919-677-2000
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the south side of Lumley Road,.0.75 mile west of Page Road, in Durham, North Carolina. The
site is adjacent to an unnamed tributary of Stirrup Iron Creek, above headwaters, in the Neuse River
Basin.
Description of Activity: This permit authorizes mechanized landclearing, the installation of culverts, and
the placement of fill and riprap associated with a road crossing required for residential. development of
Lumley Road subdivision. Impacts to wetlands and waters authorized by this permit total 0.24 acre.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344) only.
. Section 10 (River and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
39 Nationwide Permit Number
Any violation of the conditions of the Regional General or Nationwide Permit referenced above may
subject the permittee to a stop work order, a restoration order, and/or appropriate legal action.
This Department of the Army Regional General Permit or Nationwide Permit verification does not
relieve the permittee of the responsibility to obtain any other required Federal, State, or local
approvals/permits. The permittee may need to contact appropriate State and local agencies before
beginning work. If you have.any questions regarding the Corps of Engineers regulwto;-y program,
please contact Todd Tugwell at telephone number (919) 876 - 8441 extension 26
Regulatory Project Manager Signature
Authorization Date February 13, 2002 Expiration Date March 18, 2002*
*Please note that activities that have commenced or under contract to commence by March 1.8, 2002 will
have until March 18, 2003 to complete construction within waters of the U.S.
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE ATTACHED
TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR ARrrapwr:n,
CF:
!FE5 1 4 2002

'ent By: Kimley-Horn & Associates; 843 626 0112; .0e6-27-01 1:16PM; Page 2/2
Letter of Authorization
M/I Homes, Inc. authorizes Kirnley-Horn and Associates, Inc. to act as our
limited agent to prepare and coordinate in the application to the !U.S. Army Corps
of Engineers for 404/401 permits and jurisdictional determinations associated
with the Lumley Road Subdivision project located in Durham, Durham County,
North Carolina- Authorization will terminate on either final agency action or
upon written notification from either parties involved.
Office Use Only: n Form Version May 2002
USACE Action ID No. DWQ No.y Z O0 12
(If any particular item is not applicable to this project, please enter "Not Applicab (77, or "N/A".)
1. Processing = 3 {
E1i
1. Check all of the approval(s) requested for this project: 0 IG 1 2002
Section 404 Permit Riparian or Watershed, Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit fpm DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39 (Modification)
3.- If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: M/I Homes, Inc. c/o Don Fraley
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh, North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates, Inc.
Mailing Address: P.O. Box 33068
Raleigh, North Carolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: [e-mail]
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0749-04-81-8804, 0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate 40
west to exit 282 Page Road and head north 3 miles to T.W. Alexander Drive. Head west on
Alexander Drive. Site is north of Alexander Drive at crossing of UT of Stirrup Iron Creek
5. Site coordinates, if available (UTM or Lat/Long): 35° 55', 78° 50' (See map)
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 44.85
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
8. River Basin: Neuse River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
Undeveloped - forested
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Equipment typical for sewer line placement.
11. Explain the purpose of the proposed work: Place new sewer line.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Neuse River buffer determination was made by Matthem Flynn (DWQ). Refer to DWQ
(Matthrew Flynn) letter dated March 28, 2001 (NBRRO 01-106.) NW39 and 401 were issued
(USAGE Action ID 200220485 and DWQ Project# 02-0012) (Application date 9/22/02, permit
issue date 02/13/02.) Permit approved for wetland and stream road crossing in addition to stream
impacts associated with sewer line crossing.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 13
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Proposed impact to an UT of
Stirrup Iron Creek for the placement of a sewer line. The proposed impact is 30 linear feet.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.50
Total area of wetland impact proposed: (0.24 prior approval)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
(please secif )
1 pipe 30 UT Stirrup Iron Creek 15 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
Page 8 of 13
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mwquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 30 (New total project
impact 155)
4. Individually list all open water impacts (including lakes, -ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
Name Wate)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout, pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The previously line would have been placed in the road riL-ht-of-wav but to engineering
constraints the new line would be placed adjacent to the road crossing.
Page 9 of 13
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/newetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wip/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Page 10 of 13
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 900 3 none
2 600 1.5 none
Total 1500 none
Page 11 of 13
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration/Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
N/A
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Stormwater will include a detention pond along with all requirments for Neuse River Buffer
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Page 12 of 13
0,0 11 -& a Z
Applicant! gen s Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
\\EAGLE\VOL2\PN\000010\dnw\MI Homes\PCNFORM NW12.doc
Page 13 of 13
LUMLEY ROAD FIGURE
?m" SITE LOCATION 1 of 3
Kimley-Horn and Associates, Inc. SUBDIVISION
0 0 ?y o
P
O ? O
a 0?`? o
0? o c
SEWER LINE STREAM CROSSING
18 /s
411 n ? ev
°i Lo Fs
NEUSE RIVER BUFFER L_
UT STIRRUP
p / @_j C®? @V I ®Il oll ®?? J? ?'?
® J
®? uuv D
uuuuuu ° ® ® ° _ \?
?® I
GI
a I LEGEND:
A* NEUSE BUFFER STREAM
©? I =t B* NEUSE BUFFER STREAM
C* EXEMPT FROM NEUSE BUFFER RULE
P
,? - C0] I D* EXEMPT FROM NEUSE BUFFER RULE
33 *NOTE: REFER TO DWQ (MATTHEW FLYNN)
LETTER DATED MARCH 28, 2001
(NBRRO 01-106)
I ?
3- ^ NOT TO SCALE
FIGURE
r1=" LUMLEY ROAD NEUSE RIVER BUFFERS 2 of 3
Kimley-Horn and Associates, Inc. SUBDIVISION
t ,
\
? 40
\ t \
\ `y tUtf, \ `` \
0O \
s 1
1
7\7
\ Scwty'
? t?nc
stwc+- ? Z ? ??, ? \,j
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FIGURE
rl=n LUMLEY ROAD SEWER CROSSING 3 of 3
KimleyHom and Associates, Inc. SUBDIVISION
U.S. ARMY CORPS OF ENGINEERS 'My
Wilmington District -
Action ID: 200220485
County: Durham
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Authorized
Owner M/I Homes, Inc. Agent Kimley-Horn and Associates, Inc.
Attn: Don Fraley Attn: Norton Webster
Address 4020 West Chase Blvd., Suite 190 Address Post Office Box 33068
Raleigh, NC 27607 Raleigh, NC 27636
Telephone Number 919-828-1106 Telephone Number 919-677-2000
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located on the south side of Lumlev Road,.0.75 mile west of Page Road, in Durham, North Carolina. The
site is adjacent to an unnamed tributary of Stirrup Iron Creek, above headwaters, in the Neuse River
Basin.
Description of Activity: This permit authorizes mechanized landclearing, the installation of culverts, and
the placement of fill and riprap associated with a road crossing required for residential- development of
Lumley Road subdivision. Impacts to wetlands and waters authorized by this permit total 0.24 acre.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344) only.
Section 10 (River and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
39 Nationwide Permit Number
Any violation of the conditions of the Regional General or Nationwide Permit referenced above may
subject the permittee to a stop work order, a restoration order, and/or appropriate legal action.
This Department of the Army Regional General Permit or Nationwide Permit verification does not
relieve the permittee of the responsibility to obtain any other required Federal, State, or local
approvals/permits. The permittee may need to contact appropriate State and local agencies before
beginning work. If you have.any questions regarding the Carps of Engineers mg;:lata y prrgrann,
please contact Todd Tugwell at telephone number (9-199) 876 - 8441 extension 26
Regulatory Project Manager Signature
Authorization Date February 13, 2002 Expiration Date March 18, 2002*
*Please note that activities that have commenced or under contract to commence by March 18, 2002 will
have until March 18, 2003 to complete construction within waters of the U.S.
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE ATTACHED
TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR ARJi*-'' . wr:n
CF:
fE5 .,1 4 2009
l::i'y k srt
ant By: Kimley-Horn & Associates; 843 626 0112; Dec-27-01 1:16PM; Page 2/2
Letter of Authorization
M/I Homes, Inc. authorizes Kimley-Horn and Associates, Inc. to act as our
limited agent to prepare and coordinate in the application to the U.S. Army Corps
of Engineers for 404/401 permits and jurisdictional determinations associated
with the Lumley Road Subdivision project located in Durham, Durham County,
North Carolina- Authorization will terminate on either final agency action or
upon written notification from either parties involved.
A TF9
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
March 13, 2002
DWO# 02-0012
Durham County
Don Fraley
M/I Homes, Inc.
4020 West Chase Blvd., Suite 190
Raleigh, NC, 27607
APPROVAL of 401 Water Quality Certification and Neuse River Buffer Rules with Additional Conditions
Dear Mr. Fraley:
You have our approval, in accordance with the attached conditions, to place fill in 125 linear feet of perennial streams, 0.24 acres of
wetlands and 13,502 square feet of Neuse Buffers in order to construct the Lumley Road Subdivision in Durham County, as described in
your revised application received by the Division of Water Quality on January 24, 2002. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification Numbers 3288 and 3287, which can be downloaded from our
web site at http://h2o.enr.state.nc.us/ncwetiands . This Certification allows you to use Nationwide Permit Numbers 12 and 39 when issued by
the U.S. Army Corps of Engineers. This approval is also valid for the Neuse River Buffer Rules (15A NCAC 2B .0233). In addition, you
should get any other federal, state or local permits before you go ahead with your project including (but not limited to) Sediment and
Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also this approval will expire when the accompanying 404
permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project, you must
notify us in writing and you may be required to send us a new application for a new certification. If the property is sold, the new owner
must be given a copy of the Certification and approval letter and is thereby responsible for complying with all conditions. If total wetland
fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506
(h). For this approval to be valid, you must follow the conditions listed in the attached certification as well as the additional conditions
listed below:
1. An additional condition is that stormwater shall be directed to diffuse flow at non-erosive velocities through the protected stream
buffers;
Deed notifications or similar mechanisms shall be placed on all remaining jurisdictional wetlands and waters or areas within 50 feet of
all streams and ponds. These mechanisms shall be put in place within 30 days of the date of this letter or the issuance of the 404
Permit (whichever is later). A sample deed notification format can be downloaded from the 401/Wetlands Unit web site at
http:Hh2o.enr.state.nc.us/ncwetlands .
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within 60 days
of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 150B of the North Carolina
General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have any
questions, please telephone Steve Mitchell in our Raleigh Regional Office at 919-571-4700 or Cyndi Karoly in the Central Office at 919-
733-9721.
Si?tcerely,
Gregory J. Thorpe, Ph.D.
Attachments
cc: Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Norton Webster, P.O. Box 33068, Raleigh, NC, 27636-3068
020012
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
non 'no 410c r..? .--X nin inn corm a...n i....... ui.,n„ ,......a.. a,. .... .... r...,...,,a,....a..r
MEM"1 M
TO: John Dorney Regional Contact: Steve Mitchell
Non-Discharge Branch WO Supervisor: Ken Schuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name NM Homes do Don Fraley County Durham
Project Number 02 0012 County2
Recvd From APP Region Raleigh
Received Date 1/2/02 Recvd By Region
Project Type Lumley Road Subdivision
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. ME
39 F- O ?' O N ? F ?7-33-4-2 ? NSW 30,402. ? F- F_ ?-
__ F_ F_
Mitigation Wetland
MitigationType Type Acres Feet-

Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y O N Recommendation:. 0 Issue 0 Issue/Coed 0 Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
Lots 28,29, and 30 look close to buildable
cc: Regional Office
Central Office Page Number 1
fd
To: EZRRO Steve Mitchell
?FRO Ken Averitte
?WaRO Deborah Sawyer
?WiRO Joanne Steenhuis
?WSRO Jennifer Frye
?ARO Mike Parker
?MRO Pete Colwell
Project Name /141c- Mltnel
DWQ Project Number C2-0 Ol 2-
y v r ?a,ti,,
Count
From: GY;,,?: K4ntY Telephone [phone]/
The file attached is being forwarded to you for your evaluation. Please call if you need
assistance-
? Stream length impacted
? Stream determination
? Wetland determin?-tion and distance to blue-line surface waters on USGW topo maps
® Minimization/avoidanxce issues
? Buffer Rules (Meuse, Tar-Pamlco Catawba; Randleman) _
? Pond fill
? Mitigation Ratios
? Ditching
Are the stream and orwstlaind mitigation sites available and viable?
? Check drawings for accuracy
? Is the application resit with pre-application meetings?
? Cumulative impact concerns
s r
Comments - -
-
??v?+'T.?s __i Jal?4 Yr? ?a /.a.yp:+l ?-L• i - - -- c'" dke? ? •?y 4 * ?,??s???::?Sny4a#ti-?• "3? ?
. - ,,+?. -t!?qn ??- k?5:..5 x r'5,-r s" ifi? '?$Y•,Y" c 'c?L k' ?i'^ .;\ r Irr `^,
A _. , > s
? ? ,: } _ ?. ?.yr t may- . -.
? ? ? Kimley-Horn
O and Associates, Inc.
January 23, 2002
¦
P.O. Box 33068
Raleigh, North Carolina
27636.3068
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Application for Nationwide #39
Lumley Road Subdivision
Durham, North Carolina
DWQ Project #02-0012
Dear Mr. Dorney: .
In response to your letter dated January, 15, 2002 (see attached), attached are the .
requested revisions and additions to the Joint Application for a Nationwide
Permit #39 and Section 401 Water Quality Certification for the proposed Lumley
Road. Subdivision in Durham, North Carolina. The original application was
submitted on January 2, 2002. Per my telephone conversation with Mr. Bob
Zarzecki on January 21, 2002, revisions have been made to the figures to update
the application. The 44.85-acre undeveloped-forested parcel owned by M/I
Homes, Inc. is located north of T. W. Alexander Drive, west of Miami
Boulevard, south of Lumley Road, and west of Page Road in Durham County
(Figure 1).
The following issues have been addressed from your letter dated January 15,
2002:
1. Additional information has been included in item III (3) and IV (4) of the
application;
2. The application is signed;
3. A map is provided clearly showing the buffers (See figure 3);
4. An additional map depicts features A, B, C, and D as described in I)WQ's
letter from Matt Flynn on March 28, 2001 (Also, Matt Flynn's map is
attached.)(See figure 3);
5. Impacts associated with the proposed sewer line are clearly shown in figure
6;
6. Stream, buffer, and wetland impacts are clearly shown in figures 4 and 5.
Included with the permit application is a site plan showing the proposed wetland
and stream impacts along with details of the three proposed impacts. Also;
¦
TEL [phone]
FAX [phone]
? ? ? Kimley-Horn
and Associates, Inc.
attached is a letter dated March 28, 2001 from Matthew Flynn regarding Neuse
Buffer Rule determination for the subject property.
The impacts are the result of two road crossings and a sanitary sewer line
crossing. An unnamed tributary of Stirrup Iron Creek will be impacted by a
proposed road crossing and another tributary will be crossed by a proposed sewer
line. A .second proposed road crossing would impact a wetland area associated
with a drainage way (There is no jurisdictional stream and it is exempt from the
Neuse River buffer). Included are maps detailing the impact areas including
wetland, stream, Neuse River buffer impacts. The two road crossings are
required per Durham County ordinances requiring subdivision with more than
ninety lots to have two entrance/exits. The two road crossings are associated
with access from Lumley Road and T. W. Alexander Drive.
Thank you for your attention to this matter. Mr. Zarzecki stated that he would
have an opportunity to review the application on January 25, 2002. I will contact
Mr. Zarzecki on that day. If you have any questions, please call me at (919) 678-
4173.
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
\o?pF W ATE9¢G
r
d 17i? Y
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D.
Acting Director
Division of Water Quality
January 15, 2002
County Durham
DWQ Project # 02-0012
CERTIFIED MAIL- RETURN RECEIPT REQUESTED
MI Homer
C/o Don Fraley
4020 West Chase Blvd. Ste. 190
Raleigh, NC 27607
Dear Mr. Fraley:
On January 2, 2002, the Division of Water Quality (DWQ) was notified by receipt of your application regarding your plans
to fill wetlands and streams for the purpose of constructing the Lumley Road subdivision in Durham County. Approval from
DWQ is required to disturb these areas. Please provide seven copies of the following 'information and refer to the DWQ
number listed above in your reply. In particular, as described in 15A NCAC 26.0502, we will require you to address the
following issues:
1. Complete item III (3) and VI (4) of the application;
2. Have the application signed;
.3. Provide a map of the entire site with the buffers clearly shown;
4. Provide a map which depicts features A, B, C ,and D as described in DWQ's letter from Matt. Flynn on. March 28,
2001;
5. Clearly show the impacts of the sewer line on figure 5; and
6. Clearly show stream, buffer and wetland impacts on figures 3 and 4.
We are hereby returning your application due to the extensive deficiencies.
Please call Bob Zarzecki or me at [phone] if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15 A NCAC` 2H .0505 (c). The
processing,time for this application will begin when this information is received. If we do not hear from you within three (3)
weeks of the receipt of this letter, we will assume that you no longer want to pursue this project and will consider it withdrawn
Cc Raleigh DWQ Regional Office "omey.
r Raleigh Corps of Engineers
Central Files
File Copy
Norman Webster
QDE_NR
Wetlands/401 Unit 1650 Mail Service Center Raleigh, NC 27699-1650 Ph: [phone] Fax: [phone] Customer Service
1 800 623-7748
Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: MA Homes, Inc. c/o Don Fraley
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh. North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates. Inc.
Mailing Address: P.O. Box 33068
Raleigh North Carlolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: [e-mail]
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of.all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on. sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has-been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): 0749-04-81-8804, 0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate
40 west to exit 282 Page Road and head north 3 miles to T.W. Alexander Drive. Head
west on Alexander Drive Site is north of Alexander Drive at crossing of UT of Stirrup Iron
Creek.
5. Site coordinates, if available (UTM or Lat/L. ong): 35° 55': 78 ° 50' (See map)
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the, time of this application:
Undeveloped - forested
7. Property size (acres): 44.85
8. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
9. River Basin: Neuse River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgps/.)
Page 6 of 12
10. Describe the purpose of the proposed work: Housing development Roads and sewer line)
11. List the type of equipment to be used to construct the project: Equipment typical for
road construction site development and sewer line replacement
12. Describe the land use in the vicinity of this project: Mix of residential and undeveloped
forested land.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Neuse River buffer determination was made by Matthem Flynn (DWQ). Refer to DWQ
(Matthew F131nl letter dated March 28, 2001 MRRO 01-106) (See figure 3 of 6)
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
None
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan: All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether. or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 7 of 12
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within,
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
1 Fill (culvert) 0.24 Yes 75 Forested wetland

List each impact separately and identity temporary impacts. impacts mciuae, our are not rtrrurea to: mecnunrzea clearing, grauatg, Litt,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year. floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at htto://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 0.50
Total area of wetland impact proposed: 0.24
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
leasespecify)
2 Fill (culvert) 93 UT Stirrup Iron Creek 12 Perennial
3 Sewer line 32 UT Stirrup Iron Creek 10 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online.at
www.uszs.aov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mgRgulest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 125
Page 8 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
None

* List each impact separately and identity temporary impacts. impacts inciuae, out are not imuLea to: nii, excavation, ureuguig,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Impacts have been minimized by having a road crossing at the upper reach of the
tributary Due to a Durham Count ordinance subdivisions over 100 lots require
two entrance/exits.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by - the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 9 of 12
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or.DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines forstream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htip://h2o.enr.state.ne.us/ncw,etlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much, information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
NA
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at hn://h2o.enr.state.nc.us/wW/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Page 10 of 12
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?.
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed_ Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify V
Yes ® No ? If you answered "yes provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 8537 3 Exempt
2 4965 1.5 Exempt
Total 13502 Exempt
* Zone 1 extends out 30 feet perpendicular trom near bank of cnannet; cone L exienas an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
NA
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property:
Stormwater will include a detention12ond along all requirements for Neuse River Buffer rules.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or. sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
NA
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
ent By: Kimley-Horn & Associates; 843 626 0112; Dec-27-01 1:16PM; Page 212
Letter of Authorization
M11 Homes, Inc. authorises Kim] ey-Horn.and Associates, Inc. to act as our
limited agent to prepare and coordinate in the application to the U.S. Army Corps
of Engineers for 404/401 permits and jurisdictional determinations associated
with the Lumley Road Subdivision project located in Durham, Durham County.,
North Carolina. Authorization will terminate on either final agency action or
upon written notification from either parties involved.
l? ?? o
CC" LUMLEY ROAD FIGURE
SfTE LOCATION 1 of 6
Kimley-Horn and Associates, Inc. SUBDIVISION
N T SCALE
=" LUMLEY ROAD FIGURE
Kimley-Horn and Associates, Inc. SUBDIVISION SITE MAP 2 of 6
0 0 ?y o
P
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-ate / Ge
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o ?' Coo o
NEUSE RIVER BUFFER . @ B
1 UT_ STIRRUP
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LEGEND:
e ?
/ A* NEUSE BUFFER STREAM
C ®?®? B* NEUSE BUFFER STREAM
C* EXEMPT FROM NEUSE BUFFER RULE
C o®? D* EXEMPT FROM NEUSE BUFFER RULE
D N`?
(? A,yp \ C0? I
w pRi? ?1 I
'eby
u-
M *NOTE: REFER TO DWQ (MATTHEW FLYNN)
w LETTER DATED MARCH 28, 2001
(NBRRO 01-106)
i
z
j NOT TO SC
x
FIGURE
LUMLEY ROAD
?M? NEUSE RIVER BUFFERS 3 of 6
Kimley-Horn and Associates, Inc. SUBDIVISION
?
?
?
?
?
?
?

WETLAND IMPACT
AREA .24 ac.
NO NEUSE
RIVER BUFFER
NO STREAM
FILL SLOPE OF ROAD
/
/
/
A /
? / / klnl
?

2

I
1
1
1
I
NOT TO SCALE
FIGURE
LUMLEY ROAD IMPACT AREA DETAIL 4 of 6
Kimley-Hom and Associates, Inc. SUBDIVISION

V
IMPACT LIMIT
3
0
N
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W
O
N
W
0
O
S
Z
a
LEGEND:
NEUSE BUFFER
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Kimley-Hom and Associates, Inc.
LUMLEY ROAD

SUBDIVISION

IMPACT AREA DETAIL
FIGURE
5 of 6
3
0
??? LUMLEY ROAD FIGURE
IMPACT AREA DETAIL 6 of 6
Kimley-Horn and Associates, Inc. SUBDIVISION
State of North Carolina
MO FA
Department of Environment •
and Natural Resourcesf .
Raleigh Regional'Office
-
'Michael F. Easley, Governor NCDENR
William G. Ross Jr., Secretary NORTH CAROLINA DEPARTMENT OF
• J ENVIRONMENT AND NATURAL RESOURCES
March 28; 2001
Beth Reed
Kimley-Horn and Associates, Inc.
P.O. Box 33068
Raleigh, NC 27636-3068
Subject: Neuse River Basin
Riparian Buffer Rules
NBRRO 01-106
Lumley Road - Kimley-Horn Site
Wake County
J
Dear Ms. Reed:
The site location map and other information that was provided, allowed a determination to be made
as to whether or not the site would require compliance with.the Neuse Buffer Rule. This specific
project is referenced by the Raleigh Regional Office as:NBRRO 01406..
Stream features A, B, C, and D are indicated on either the Durham County Soil Survey or the USGS
Southeast Durham Quadrangle (topographic): On March 23, 2001 I completed a site visit and
determined that features A and B are subject to protection under the Neuse River Basin: Nutrient
Sensitive Waters Management.Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code 15A:02B.0233 (NCAC 0233). Features C and D are exempt from the Neuse
Buffer Rule. This, letter addresses only the applicability of the Neuse Buffer Rule at this one specific
site.
Thank you for your attention to this matter and if this Office can be of any assistance or if you have
additional questions, please do not hesitate to contact us.
Sincerely,
Matthew Flynn
Environmental Specialist
cc: RRO/John Dorney
C: buffl.106.doc
/1 1<)6-
DURHAM COUNTY, NORTH CAROLINA NO. 32
This map iscompomd an 1972 aerial photography by the U.S. Depadment of Agncuitwe. Soi Conservation Service and cooperating agencies.
Cowdinate grid ticks and land dMsion cwnen, it drown, are approaimatety posit-d.
DURHAM COUNTY, NORTH CARQLINA NO. 33
m,4K -14' UI kWE U) lU l.8 KINILEY-HORN
TEL [phone]
P 0LI
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Z N'

a Z.

G J © ? ? W

State of North Carolina
Department of Environment .
and Natural Resources
Raleigh Regional Office.
Michael F. Easley, Governor NCDENR
William G. Ross Jr., Secretary NORTH CAROLINA DEPARTMENT OF
J ENVIRONMENT AND NATURAL RESOURCEs_ .
March 28, 2001
Beth Reed
Kimley-Horn and Associates, Inc.
P.O. Box 33068
Raleigh, NC 27636-3068
Subject: Neuse River Basin
Riparian Buffer Rules
NBRRO 01-106
Lumley Road - Kimley-Horn Site
Wake County
Dear Ms. Reed:
The site location map and other information that was provided, allowed a determination to be made
as to whether or not the site would require compliance with.the Neuse Buffer Rule. This specific
project is referenced by the Raleigh Regional Office as NBRRO 01-106.
Stream features A, B, C, and D are indicated on either the Durham County Soil Survey or the USGS
Southeast Durham Quadrangle (topographic). On March 23, 2001 I completed a site visit and
determined that features A and Bare subject to protection under the Neuse River Basin: Nutrient
Sensitive Waters Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code 15A:02B.0233 (NCAC 0233). Features C and D are exempt from the Neuse
Buffer Rule. This letter addresses only the applicability of the Neuse Buffer Rule at this one specific
site.
Thank you for your attention to this matter and if this Office can be of any assistance or if you have
additional questions, please do not hesitate to contact us.
Sincerely,
Matthew Flynn
Environmental Specialist
cc: RRO/John Dorney
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OF W ATF9 Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
y North Carolina Department of Environment and Natural Resources
O Gregory J. Thorpe, Ph.D.
E r
Acting Director
Division of Water Quality
60
January 15, 2002
County Durham
DWQ Project # 02-0012
CERTIFIED MAIL- RETURN RECEIPT REQUESTED
MI Homer
C/o Don Fraley
4020 West Chase Blvd. Ste. 190
Raleigh, NC 27607
Dear Mr. Fraley:
On January 2, 2002, the Division of Wier Quality (DWQ) was notified by receipt of your application regarding your plans
to fill wetlands and streams for the purpose of constructing the Lumley Road subdivision in Durham County. Approval from
DWQ is required to disturb these areas. Please provide seven copies of the following information and refer to the DWQ
number listed above in your reply. In particular, as described in 15A NCAC 26.0502, we will require you to address the
following issues:
1. Complete item III (3) and VI (4) of the application;
2. Have the application signed:
3. Provide a map of the entire ; with to butters cleariy shown;
4. Provide a map which depe=- tatur?s r. 6. C and D as described in DWQ's letter from Matt Flynn on March 28,
2001;
5. Clearly show the impacts of the sewer Ere on figure 5; and
6. Clearly show stream, gofer and w-baid knpacts on figures 3 aid 4.
We are hereby returning your appkabon due to fine extensive denciencies.
Please call Bob Zarzecki or me at [phone] if you lave any questions or would require copies of our rules or
procedural materials. This project wil rem on irid as kco nplete in accordance with 15 A NCAC 2H .0505 (c). The
processing time for this application wig began v6m this inl?on is reteNed. if we do not hear from you within three (3)
weeks of the receipt of this letter, we wil assume gred you no bW want to pursue this project and will consider it withdrawn
Cc Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Norman Webster
yours,
Domey
015
Wetlands/401 Unit 1650 Mail Service Ce''tec, F,;ak14k NC 27699-1650 PIr [phone] Fax [phone]
AE
Customer Service
1 800 623-7748
Office Use Only:
USACE Action ID No.
Form Version May 2002
DWONo. 020
(If any particular item is not applicable to this project, please enter "Not Applicable" s C 'N IYJn (;'
L Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ?
? Section 10 Permit ?
® 401 Water Quality Certification
AUG 1 3 2002 G..
Riparian or W tershzlfiluffer I2ul?s N,
? ?
?=
Isolated Wetland Permitrom__SWQ- "
2. Nationwide, Regional or General Permit Number(s) Requested: 39 (Modification)
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: M/I Homes, Inc. c/o Don Fraley
Mailing Address: 4020 West Chase Blvd. Suite 190
Raleigh, North Carolina 27607
Telephone Number: 919-828-1106 Fax Number: 919-828-0663
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Beth Reed
Company Affiliation: Kimley-Horn and Associates, Inc.
Mailing Address: P.O. Box 33068
Raleigh, North Carolina 27636
Telephone Number: 919-677-2000 Fax Number: 919-677-2050
E-mail Address: [e-mail]
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lumley Road Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0749-04-81-8804, 0759-03-12-2034
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Lumley Road
Directions to site (include road numbers, landmarks, etc.): From Raleigh take Interstate 40
west to exit 282 Page Road and head north 3 miles to T.W. Alexander Drive. Head west on
Alexander Drive. Site is north of Alexander Drive at crossing of UT of Stirrup Iron Creek
5. Site coordinates, if available (UTM or Lat/Long): 35° 55', 78° 50' (See map)
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 44.85
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Stirrup Iron Creek
8. River Basin: Neuse Ri
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
Undeveloped - forested
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Equipment typical for sewer line placement.
11. Explain the purpose of the proposed work: Place new sewer line.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Neuse River buffer determination was made by Matthem Flynn (DWQ). Refer to DWQ
(Matthrew Flynn) letter dated March 28, 2001 (NBRRO 01-106.) NW39 and 401 were issued
(USACE Action ID 200220485 and DWQ Project# 02-0012) (Application date 9/22/02, permit
issue date 02/13/02.) Permit approved for wetland and stream road crossing in addition to stream
impacts associated with sewer line crossing.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 7 of 13
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: ; Proposed impact to an UT of
Stirrup Iron Creek for the placement of a sewer line. The proposed impact is 30 linear feet.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.2ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.50
Total area of wetland impact proposed: (0.24 prior approval)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
specify)
1 pipe 30 UT Stirrup Iron Creek 15 Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
Page 8 of 13
www.us s.Qov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tol2ozone.com,
www.mgpguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 30 (New total project
impact 155)
4. Individually list all open water impacts (including lakes, -ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

List each impact separately and identity temporary impacts. Impacts include, but are not limited to: till, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout. pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The previously line would have been placed in the road right-of-wav but to engineerina
constraints the new line would be placed adjacent to the road crossing.
Page 9 of 13
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htt]2:Hh2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Page 10 of 13
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet)
Multiplier Required
Mitigation
1 900 3 none
2 600 1.5 none
Total 1500 none
Page 11 of 13
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration/Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
N/A
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Stormwater will include a detention pond along with all requirments for Neuse River Buffer
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Connect to existing sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A
Page 12 of 13
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Applicant/Wg n'n ?s Signature C Vv,,,,l4.y • 4we-n Assoc c.+ias,r.+c) Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
\\EAGLE\VOL2\PN\000010\dnw\MI Homes\PCNFORM NW12.doc

Page 13 of 13
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Thank you for your attention to this matter. If you have any questions, please
call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
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PROJECT NO. MIH-01000

FILENAME: OVERALL.DWG

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3-
DATE 09-27-02
ALEXANDER CROSSING
DURHAM, NC
STORMWATER DISCHARGES TO BUFFER
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
® Kimley-Horn
® and Associates, Inc.
September 30, 2002
Mr. John Dorney
NC DENR/ Division of Water Quality
Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ #02-0012
Durham County
Lumley Road Subdivision
Durham, North Carolina
Dear Mr. Dorney:
¦
P.O. Box 33068
Raleigh, North Carolina
27636.3068
OCT 12402'4
In response to your letter dated September 3, 2002, the following information is
attached.
1. A stormwater management plan showing the discharge points with a site map.
2. There are no impacts in the buffers from the construction of sewer lines
parallel to the buffers. The sewer lines crossing the stream and buffers are
perpendicular.
If you have any further questions, please call me at (919) 6784173.
Very truly yours,
KUALEY-HORN AND ASSOCIATES, INC.
Norton Webster
Environmental Scientist
H:\PN\000010\dnw\Ml Homes\DWQ letter 09-12-02.doc
¦
TEL [phone]
FAX [phone]
KIMLEY-HORN & ASSOC., INC.
Voucher No. Vendor ID Invoice Number Invoice Date
410607 1 174
Subtotals
Totals
000219739
Invoice Amount Net Amount Paid
200.001 $200.00
$200.00 $200.00
$200.00 $200.00
Check Notes
410607 return to Beth Reed
020012