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Home My WebLink About20050732 Ver 08_Stormwater Drainage Report_200801305i~zce 1979 THE JOHN IZ. McADAMS COMPANY, INC. i Storm Drainage Report Briar Chapel Parkway Preformed Scour Holes Design Briar Chapel -Phase 5 North Chatham County, NC NEW-06030 ~ •. SEAL = 330 ' s P' .,~ . ' /" o~c~~~~ p Research Triangle Park, NC J A r~ 3 0 20 ~ 8 Post Office Box 14005 Research Triangle Park, January 29 2008 DEWEt-F4~ikwUpldT7 North Carolina 27709 ~ ~gNDS 4N{7 ;,~T(~tMWATER ~~ 2905 Meridian Parkway Durham, North Carolina 27713 800-733-5646 919-361-5000 919-361-2269 Fax Designed By: Scott Bickley, P.E. Charlotte, NC Checked By: Brooks M. Files P.E. 5311 Seventy-Seven Center Drive, ~ suite 6 Richard Diekie, P.E. C North Carolina 28217 646 704.527-0800 704-527-2003 Fax Comprehensive Land Development Design Services www.johnrmcadams.com We help our clients succeed. BRIAR CHAPEL -PHASE 5 NORTH STORM WATER DESIGN NARRATIVE Chatham County, North Carolina General Description Briar Chapel is located west of US 15-501 south of Manns Chapel Road and north of Andrews Store Road in Chatham County, North Carolina. Phase 5 North of the development will contain approximately 50 acres of the total 1,600 acre development parcel. Phase 5 North of the Briar Chapel development consists of 192 single-family residential lots and associated local residential roadways directly to the west of Briar Chapel -Phase 4, Pod D. Phase 5 North also includes the completion of the Briar Chapel Parkway residential collector road running westward from its Briar Chapel -Phase 3 tie-in to its intersection with future Boulder Point Drive. The completion of Briar Chapel Parkway consists of four (4) separate storm drainage systems. They are designated with the letters C, D, E and F. System C discharges into temporary preformed scour hole until the connecting phase is completed. System D utilizes a splitter box discharging the 1-inch rain event to a temporary preformed scour hole and the remaining to a flared end section. Systems E and F will discharge into • permanent preformed scour holes due to constraints of the site. Supporting calculations for the Briar Chapel Parkway storm water design calculations are detailed in this report and the attached plans. Storm Water MethodoloQy • For each individual storm drainage inlet, a drainage area was measured and a future impervious surface percentage was derived. A composite C-value was determined for each inlet's drainage area based on the roadway, sidewalk, impervious area for various lot sizes and pervious area. This data was later entered into the hydraulic model and used for the pipe sizing calculations. • Preformed scour holes (PFSH) designed in accordance with Division of Water Quality, North Carolina Department of Environment and Natural Resources (NCDENR) guidelines were utilized for the pipe discharges along the Briar Chapel Parkway extension. The two PFSH's closest to Boulder Point Drive are permanent. The two eastern PFSH's are temporary measures, and they will be removed when storm pipes from future development will carry the runoff to future ponds. • The splitter box used for system D sets the discharge pipe to preformed scour • hole D1.2 at the bottom of the structure. The outlet bypass pipe invert is set at the headwater elevation for the 1"per hour intensity rain event. This ensures a that reformed scour hole D1.2 will 1 p co lect all storm event up to and including the 1"per hour event, with the excess of any larger events flowing out through the bypass pipe. The pipes were sized using "Hydraflow Storm Sewers 2008", Version 12.01 by Intelisolve. This program accepts the input data from each inlet, as well as physical characteristics of the storm system to be designed, and calculates flow rates and pipe sizes through the system. For rainfall data, an IDF curve for the 10-year storm event describing the Raleigh-Durham region was used. For the purpose of sizing the storm pipes, each inlet was modeled to capture 100% of the drainage area flow. • Culverts aze provided to pass runoff from undeveloped areas that do not require stormwater treatment. The culverts were sized to pass the 25-year storm with a HW/D ratio of 1.2 or less. They were checked for the 100-year flow to verify that the roadway would not be overtopped. • Velocity dissipaters were designed for two road crossing culverts in the southwestern part of the site in addition to one dissipater at each FES for System A and System B to prevent erosion and scour at the stormwater ponds. The dissipaters are designed using the NYDOT method. The velocity dissipaters are a permanent feature of the storm drainage system. • Median road side ditches were designed to intercept storm water flows before reaching the collector roads. Supporting calculations have been sent for NCDOT review and approval, available upon request. Storm Runo Data Scour Pipe Total Drainage Impervious Runoff Total Flow Total Flow to Hole Size Area Area CoefiFCient Tc S stem Scour Hole B pass 19.5 C1 18" 2.25 Ac. 0.73 Ac. 0.55 min. 5.88 cfs 5.88 cfs 0 cfs 12.6 D1.2 24"/15" 5.04 Ac. 0.60 Ac. 0.65 min. 18.38 cfs 3.27 cfs 15.11 cfs 15.4 E1 18" 1.85 Ac. 0.81 Ac. 0.67 min. 6.48 cfs 6.48 cfs 0 cfs 16.5 F1 15" 0.89 Ac. 0.36 Ac. 0.71 min. 3.17 cfs 3.17 cfs 0 cfs • • DRAINA GE SYSTEM CALCULATIONS rn ~o a ^O ~~ L 3 1\~ 'O ~/ N O N N M N W N ~ M N h CO N U U U U U U U C lL U., lL LL lL LL O W W W W W W W W O O O O O O O -~ O O O O O O O O O O O O O O O cfl lf) d0 h N O N O h c0 ~ ~ M N O ~ V' M O N c0 N lL LL LL LL LL lL W W W W W W W W W U U U U U U U N > V f0 tP) O M ~ tt) CO N c0 a O n M N O O V W O ~ M d Q. 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CO to Cq W n M ~ N tf) ~ M CA M ~ M O CK) M M X ~ ~ ~ ~ ~ ~ ~ tN ~ ~ t~ j ~ ~ ~ M V V ~ 7 t~ In ~ a C J _ ~ CV N n ~ M N n .n ~ M M M N N M ~ M N m O O I~ O o r n M r r r CO M f~ N O O N N n N N N I~ N N N n N L1 .~ = CO tf~ ~t m O O N n CA n M a0 CO (A N N N N O CO ~~ '~' ~ ll) N CX) N N O V' CO CO M M CO O N O O y ~ e O r O O O V r O O r r O r N CO O O O O O O v O O N O O O O O C O O O O O O O O O O O O U J > ~ N CO to N W ~ N 'd' O N n M N ~ N ~ M M N N ~~ V .. ~ p 00 CA r ap a0 (A M V O (h V In V to n O O CO O W N~ ~ CD M a0 n b ~ M ~ N N O to M O O M M .. N N N t N N N N N N N N N t N t N N CA R W ~ O ~ O ~ ~ r t!7 Cl ~ to t) ~ ~ ~ ~ to ~ O to o t) M ~ ~ ~ R .~. ~ _ M n N M r O ~i N M CO CO N to r d• O O O ~ N~ . . ~ O O N O O r O O O O O O O r M O O O O O O >. . L O O O O O O O O O O O O O O O O O O O O O L y C H N I~ O ~ ~ M n ~ CO V ~ a0 to a0 ~ n ~ .~ r ~ ~ ~ d: O a0 ~ a0 V ~ M N ~ O 00 I~ O N n N ~ O M O n ~ - C ~ ~- N M O M r r N r N V O O O O y U ~ ~ N ~ '~ ~ O M r O M M O M OD ~ M M M M I~ M M N M r N ~ ~ C C H ~ N r M N N to N ~ n N n N N ~ N N N !~ W J 30 Q r r O O r r O r O O r O r r r ~- r r r O r ~ •~ 0 L d .t.. to lf) W to to l() a to O M ~ N ~ O O ~ to n ~ 00 ~ p• G ~ N ~ O N r V N N ~ N CO n N n N N ~ N N O N n O ~ ~ C r r O O r r O r O O r O r r r r r r r O r ~ O (n U J> ~ M M O O ' N O O O r O N O M N N d -'= Op I~ (A aD Op Cq M d O N M (D to M N n n O O M O U U _ ~ ~ v CO In f~ t~ lfj 7 M N N ~ N N N N N N N N O N ~ O ~ CA ~ O CA CA o'i c'M m f N lf) N In N to N lt) N In N In l() In In lC) lC) In In In In V' V V' ~ t(') lf) M ~+ O CO In 00 O n O r O O n 00 O l(') ~A !~ CO M r M O O O ~ > j N 1t ' f~ M f~ M ~ N N I~ r V ~ V: r O V O r A C O Ln n M M M 00 00 V 00 r M h N i 3 7f - `'' V to M t~ I~ ~ N C A r C A O m O Q) _ f i to C d N M N ~ N M N ~ N to N ~ N ~ _ ~ N to N ~ _ ~ N ~ _ ~ _ M ~ V ~ V V ~ ~ LlJ Z f0 ~ L U! ~ V N M lf) O) O O 00 O V N M CO r In W O n d' it gy C7 V v to lC) V' O O N n V f~ CO M !~ N M N M fA N I~ M CO ~ - p .~ r N O O r V O O r N O N M W O O O O O O ~ ~ ~ N C v to ~ ~ O M M t1y to to to ~ ~ to ~ O In to O to ~ M Z N ~: r r r r r r r r r r r r r r r r '- r r r r LL + U N ~j ~ C M N O O aD n O ~ ~ M N ~ O CA ap n O ~ V M O d Z O ~ to ~ ~ ~ ~ ~t ~ d' ~ d' V M M M M M M M J 0 N °o N 3 0 0 m v a N O ~~ ~~ U J /~ ~Lw, V 'i` lJ k~ 2 L C y ~ ' N N h O f0 O M f0 O M N M O N ' ~ N N O m O O _ p . v (0 f0 f0 N V M ~ M M M f0 N (0 V ~- C O C O C O O C C C O O O O O O O C O C O ~ 7 C Y 0 O 0 ~ o r O rn h M o 0 0 0 o In o o n o M o rn rn C1 v O O O N r M O In r In lf) O to r N ~ O CD O O r ~ O N r O r O O T r In In O O N _ C ~ ~ NN f0 N c0 cC f0 f0 c0 f0 W ~ ~ a0p N ~ c0 f0 t9 I6 c0 M Y d W- . .. ~ c ~ Z N c c ~ N c ~ c ~ 0 0 o c o c c c c c O t U > .-. N O CO n I~ O M O W ~ n N h h O n N t* M O n ~ W y e Q v N N to N M R n a' O ~ M ~ N V ~ ~ O n O O O ~ O to O Ip M h O V n O V O ~ M M O ~ N ~ O O O O O O O O O O O O O O O r O O O O O Q C (O O O M t~ O CO h N M O h O O N IA O n !~ N O p '~ o O n O n O h O O o N O M O O O M r M M CO (O Q' v~ v v v v v u~ In ~n ~n c n oo rn In ~ ~ h o h ca co co co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .= 0 0 0 0 0 J> - ~ M In N M M O M r er M 1~ N N OD M h M O ~ M O O O l 7 O O R O ~ O n O ~~ . . 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N O V' O M O Cp O CO O CO O CO O h O OD O O C O O `~ r r r O r OD O 00 O O O O O O O J> ~ 00 N O O r CO ~ lf) ~ N O N N fD M M 1~ O O to O V ~ (' d ~. ~ ~ r ~ 00 O O ~ et ~ O V: O V' r c0 = d~ fp CO N ~ ~ M N W M O !~ ~ ~ M _ O ~ V M M N v N N M N N N N _ _ O O O O O M M M M M M M In l[) lf) In In lf) In In lf) ~ ~ V ~ ~ !n ~ ~ In In to M t' O I~ O O ~ h r ~ M O V N N M tt7 l!7 Cp CD (O CO d0 N I~ r N ~ M ~ h CO tp O r r Cp 00 tt h r ~ r Cp >~ `~ " r ~ ' Cfl In N 11) M N 00 N 00 CO M N O m M M N N r X C d ' N N M N N N N r O O O O O N N M M M M M p ~ ~ ~ M ~ O ~ ~ M ~ V '~1' tt ~ to lt) In t!) l/7 ~ lf~ ~ C J ~ ~ N N ~ M O ~ ~ II ~ ~.. N N I~ N ~ M ~ N O M r N r r O 00 O M r O M n h ~ M O V O N M M to N ~. .p - n M ~ N O h N M n O h M N h O h O h II w ~ CD M Cp to O M n O ~ O O O M V CO t~ '~ CO N y c O O O M M M N N M n ~ Ip tq n O h M M V V ... O O O O O O O O O O O O O O O O O O O O -V J> a In ~ M O M CO ~ O O R O 00 N lA ~ O n O N II V ~ d O M r r ~ M ~ 00 00 O O O N M O V N t0 O fD N CO W N~ v CO CD CO a' M N O M O h In V V M r O V' M M M N .^ t~f ~ ~ ~ ~ ~ ~ ~ V ~ V V ~ d' - to ~ ~ to ~ ~ to a 3 _ d t0 ' _ N M N In 00 00 In M O O O O n M N V O In h M d ~ ~~ ... ~ O O O O O O r O r O r O r O r O N O M O M O N O N O N O M O a O M O N O N O M O M O ~ ,C to C ~ N ~ O d' M O n M O n M M O M O O V N ~ O W •~ ~ ~ O ~ O r M M r ' 00 to O 00 N N N In N O O r ~ In ~ C ~ O r M M (M ( 7 CV (M ~ ~ V V V ~ ~ ~ ~ ~ ~ ~ rn U d Vj y _ y '~ O In (O to ~ CO ~ CO 00 N M f~ t~ h M M h I~ N O O ~ Q N C C ~ Q v V !~ N I~ h h O O N ~ n h N N O M V' V ~ J O Q ~ O O O O O O O r r r r r r r r r p r r ~ ~ d L Q to V V I~ V h M h M h M h N W O O In h O In N O O O l/7 N O N M O 00 O N N a . ~ ~ ~p r ~ ~ N ~ N - ~ O O O O O O O r r r r r r r r r O r r ~-- r O O J > N N N O O O O M ~ M O M O ~ N V V O ' O O M r r N N f~ CO h 1~ N 7 ~ O 00 CO N f~ V OD M V V _~~ v O O O ~ M N O M p1 h IA V V N M O ~ M M N N m N ln N to N ~ N to N In N In In ~ O V' O ~ O ~ O 7 O V O V to N lf) M ~ M ~ M to M lf) M O (`O') ~- . O ~ ~+ h 00 00 l[) n r ~ M O ~ f~ N M r In r (D 00 f0 O O O ~ p> ~~ OD I M ~ M ~ to M 7 O N W 00 h N O 0p r CO M M N N t~ M O O O M CO ~ M CO N N N h ~ >' 7 N > C d "' v p N N N N N N N r r O O m O O O N N M M M M M > LLl N ~ ~ ~ to ~ ~ an O ~ V ~ 7 V V' tl7 ~ to ~ M ~ ~ Z f0 ~ ~ y O O O ~ M n CD In N O M O N h M O N O O O N a p Q V ~ M O h M to ~ O O N O m R V V to V' M V W M V > - p O O N N CV N M ~f ~ ~ f~ 1~ ~ ~ O d' ~ O cD CU ~ N ~ N ~ N M to ~ to ~ Ip IA IA to to Ip O O O O ~ O O O W W Z (n v r r r r r r r r r r r r r r r r r r r r r I1 a d y O ~ N O O W h O to d' M N r O O O n O t17 V M N - d Z J v M M M N N N N N N N N N N r r r ~- r r r . N O N O 0 N d d N 0 ti 0 m >. 2 Q~ a C N O .~ ~~ V .J W ~L V V ~i ~~~ 2 C N M M M ~ O N 00 ~ CD O 00 CO M _ o ~ v ~ N N a0 n r r ~- O O O O O O O O O ~ O J d Y - rn n o o m 0 o v .- v ~ ~ p ~ v r- ~ o o ~ ~ 0 ~ 0 ~ ~ r~ r- 0 0 T o O) M r N r N N ~ C p l N N N c0 ~ ~ .- C O O N N O O d' ~ pOj Y C) W- C C O O O O o O O O C O Of L V j N o CNO M O O a0 O O Cn0 ~ O n N Q v ll) M M ~ V tC) 0 00 00 00 n ~ O O O O O O O O O O O Q C O O 0 CO '- O n O O N 7 ~ o N CnD Cn0 N ~ V to COO 000 Ono OMD 00 ~ "" ... O O O O O O C O O O O J> O CO n to M fD o N O n Ln Vr Of ~ 0 O CO M Q) CO M ~ M (A M W d ~ . . N N CA O ~ (A (A 00 n ~ ~ . M M N M N N N N N N N 0 0 tf') 0 t[) 0 <n 0 O 0 0 C4 ~-+ 00 c}' lf) O N CO M M O O n In ~ L~ V ~ M N N N M n n a0 ao v O O O O O O O O O O O M 0 _ ~ ~ n M M a ~ r N CO ~ n a M ~ ~ v G ~ " In In ~ M ~ '7 ~ CO CO n n w _ O C a 0 N N ~ n ~ r N ~ ~ ~ H v ~ ~ ~ O O 00 a . .. r N '- ('M M N N ~ 7 Z a ~ 'n ~ ~ ao ~ ~ ~ ~ °o °o c°0O m ~ •' ~ ~" r N N , ..J > ~ n M O ~ 0 ~ O 0 M f 0 C 0 0 2 d~ ~ N N M N N N N N N N lry ~ In In In In Ln In ~ l0 l0 ~ Q1 M 0 N n (A CO CO N N N y ~ ry O CO 0 o M O) rt ~ ~ ~ ap > `~ C d r ... M O M f` N (() N (C N ~ N to N 7 N M N C'M N CV N x 0 0 O to 0 0 In l0 M 0 l0 ~ ~ C d ~'~. ~ 00 N II ,p J `~ M r r M N N N M N COO N D. .~ V N n 0 ao n O o CO II w ~ e 0 ~ W M M M O ~ 00 ~ 0 O CO (O M n a0 n n M n ~ v O O O O O O O O O O O .V II J> ~ ~ N O V N ~ ~ d) CO V ~ p N N O In N ~ W ~ ~ v N O (A O Oi Oi Oi aD ~ ~ ~ M ~n M ~n N ~ M ~ N ~ N ~ N ~ N ~ N ~ N ~ N ~ a E a ..~, _ _ 07 N '' _ N N n N CO M M O O O M " y ~ ~~ `~ ~ M O N O N O N O N O N O M O n O n O n O n O O ,C to N _ ~ ~ ~ ~ r ~ n C ~ ~ ~ N CO n ao ~ C ~ V M ~ M V V' V CO CO CO 0 y p w ~ a n r ~ r n te ~ M O 0 Q (O C ~ ~ ~ ~ n a -- • - ~ J ~^ C . .. ~ ~ M r r r r M M M M Q Q N O O O O O O O O CO 0 ~ O. . ~ Cp ~ O - to to O O ~ M ~ O) ' G .- N ~ e .- r N CV ~ J> Cn O 0 O) ~ 0 d) M M OD M d =' ~ ~ 00 d) O) (A l<7 N 00 ~ C n ~ U U ~ = d" ~ N N m M l() N In N l() N In N l(y N ll7 N t(') N In N 11') l0 LLO M ~ ~ M 0 0 n ' O) CO CO N N N n O > > ~ I~ O O ~t V ~ O O ~ O o O 0 M O[) iA N 3 ~ C OI v O M C N C N N C N to N t N 7 N N N N N > LLJ V i rn 0 0 0 0 0 0 to 0 0 M 0 Z (6 L m rn o n ~ a CI '~ ~ O O O a0 rn v v to ~ CO N ~n N N ~ 0 CD CO n n ao N N N ~ ~ N t^ v a0 00 V ~ ~ V a ~ Z (/~ . '. ~ r N ~ ~ W ~ N N N N L.L U N uj ~ ~O C .~.. ~ ~ O) Cb n fD t17 C' M N ~ d Z J 0 N 7 O 0 N 3 0 0 m T 2 d o~ ~v a O ~+ ~~ Q V •~ TV i 3 O c 0 U N C O. O n m O Q' N N ~` '=O O) d v,a`~3 m c o a a~ ~_ ~ L Nock 01= 'C N O N C ~ .~ ~ Q L N C C N O N ul ~ ~ ~ N O > ~ O. v ~ ~ '23 N N N C p L j O. N C N C N w ~ O N C .L-~ N N j _ D E QF, O O to p 7 O) O N N C C J !/1 ._ f0 N C = T C ca c ~ ~ ~ o ~ O U C ~ O. ~ 7 p ~ ~ ~ N ~ r ~+ ~ N N C C ~ ~ p N ~~ '3o:_m O ~ U C C ~- 'O N N T ~ p m = y ~ w°~`~o m~axin ~v3°~ O O ~ ~ J fl_. N 2 > ~ ~ _w.y O ~ U O) .L.. ~ C N ._ v~ ._ n ~ 7 fl' N 'O d ~ ~ ~ co~~m~ p ~ ~ U (~ N ~ N 'pmcY 2~U!L> d V 0 a L d C d U O c N r N O w 0 H M U L'' c E f0 N 3 0 O w 0 C O .; N N m L F- 0 U v c a~ E f6 3 O a m io a~ C a~ (~6 DI U .? (0 "O. L O C O .; a~ W lf7 0 U a C N m N v N 3 O N O N m C O U N y N y 0 U U O N O N ~ O N U O c U ~ ~ + L r . .. U v ~ U o N ~ ~ L 7 O !~ D) ~ C N N ~ ~ t~ ~ ~ + ~ J + C g = . °- ~ ~ ~ _ ~ N ~ ~ ~ O N C O U E a ~ ~ o a~ ~ u, V ~ o a~ > E o c M N C C '7 ~ O N ~ ( U O p N ~ N ~ (/) U J O N w o ~ N C7 ~ U ? p a y a = cn ~ m c m w ~ ~ v m N S .~ N d y ~ Y w J E ip ~ w 'a ~ m ~- a o O ~ a o ~ c m L Y ~ ~ c f ' E ~ m . N - o c /7 N ~ ~ ; C ~ D ~ ~ ~ . ~ o o ~ v o ~ ~ ~ m ' ~ ~ f c ~ o y rn ~ E c`a ~ ~ ~ N ~ N N (0 U _ ~ 7 ~ ~3 ~ w N O C V . f6 ~ c O o o 3 ~. i a L . ~ ~ o ~ .~ a i ~ ~ ~ 'V ~ > D ~ ~ O w (0 O Y w . . j o o r o ~° m w o 0 0 w o o ~ ~ o ~ o ~ ~ o ~ ~ o L U O N ~ O ~ N V ~ O N . O. N ' ~ U N N N N N O O L L O L N L L L H F - I - N W H U F- > H F H H > O N M ~ ~ ~ ~ ~ ~ a0 O ~ ~' ~ N N , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U U U U U U U U U U U U U U N U C f6 N O f0 N J W N d 7 J W N (0 7 Q W N r O U x 0 0 N U w O c a~ J O c J x 0 N N rn N Q N N O T N C W N N 0 U y N C (0 N a 7 N C 0 O J U D7 C YO N O Y U (0 N N 7 C m J U 2 f6 d o. O f6 w O U X M N U N O O O C_ N U Y C N ~U c~ y 0 O U C 7 N L F- M N 0 U • SPLITTER BOX CALCULATIONS Table of Contents Hydraflow Hydrographs by Intelisolve • 1 -Year ~~ • INCH ~ulr~~ 2008-01-28 Splitter Box Calcs.gpw Wednesday, Jan 30 2008, 8:54 AM Summary Report .............................................................................................................. Hydrograph Reports ........................................................................................................ Hydrograph No. 1, Rational, JB-D1 ............................................................................... Hydrograph No. 2, Reservoir, JB-D1 ............................................................................. Pond Report .............................................................................................................. Hydrograph No. 3, Diversion1, Scour Hole .................................................................... Hydrograph No. 4, Diversion2, By-Pass ........................................................................ • 2 2 3 4 5 6 • Hydrograph Summary Report Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Rational 3.28 1 13 2,555 -- --__ --- JB-D1 2 Reservoir 3.26 1 13 2,556 1 522.82 8 JB-D1 3 Diversionl 3.26 1 13 2,556 2 ---- ---- Scour Hole 4 Diversionl 0.00 1 18 0 2 ------ ---- By-Pass • i ~I • 2008-01-28 Splitter Box Calcs.gpw Return Period: 1 Year Wednesday, Jan 30 2008, 8:54 AM H Hytlranow hytlrograpns oy inteusoroe Hydrograph Plot Hydraflow Hydrographs by Intelisolve •Hyd. No. 1 JB-D1 Hydrograph type =Rational Storm frequency = 1 yrs ~ 1 ~ INUI E~*~~ Drainage area = 5.040 ac Intensity = 1.000 in/hr IDF Curve =Raleigh-Durham IDF.IDF Wednesday, Jan 30 2008, 8:54 AM Peak discharge = 3.28 cfs Time interval = 1 min Runoff coeff. = 0.65 Tc by User = 13.00 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 2,555 cult Q (cfs) 4.00 • 3.00 JB-D1 Hyd. No. 1 -- 1 Yr 2.00 1.00 0 00 Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 5 10 15 20 25 30 • Time (min) Hyd No. 1 2 Hydrograph Plot Hydraflow Hydrographs by Intelisolve ~-lyd. No. 2 JB-D1 Hydrograph type =Reservoir ~~ Storm frequency = 1 yrs ~ t'ax~a ~~~ Inflow hyd. No. = 1 Reservoir name = JB-D1 JB-D1 Hyd. No. 2 -- 1 Yr Storage Indication method used. Q (cfs) 4.00 • 3.00 Wednesday, Jan 30 2008, 8:54 AM Peak discharge = 3.26 cfs Time interval = 1 min Max. Elevation = 522.82 ft Max. Storage = 8 cult Hydrograph Volume = 2,556 cult ~I Q (cfs) 4.00 3.00 2.00 1.00 0 00 2.00 1.00 0.00 0 5 10 15 20 25 30 • Time (min) Hyd No. 2 Hyd No. 1 3 Pond Report Hydraflow Hydrographs by Intelisolve Wednesday, Jan 30 2008, 8:54 AM Pond No. 1 - JB-D1 • Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult) 0.00 521.88 09 0 0 0.94 522.82 09 8 8 4.00 525.88 09 28 36 Culvert /Orifice Structures Weir Structures IAl IBl [Cl IDl IA] IB] [C] LDl Rise (in) = 15.00 24.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 15.00 24.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert EI. (ft) = 521.88 522.82 0.00 0.00 Weir Type = --- --- --- --- Length (ft) 15.00 25.00 0.00 0.00 Multi-Stage = No No No No Slope (%) = 2.00 5.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifce outflows have been analyzed under inlet and outlet control. ;7 Stage (ft) 4.00 3.00 2.00 1.00 • 0 00 Stage /Discharge Stage (ft) 4.00 3.00 2.00 1.00 0.00 4 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 Discharge (cfs) Total Q Hydrograph Plot Hydraflow Hydrographs by Intelisolve ~-lyd. No. 3 Scour Hole Hydrograph type = Diversion1 Storm frequency = 1 yrs (~ ~u~cM ~s.,1t~ Inflow hydrograph = 2 Diversion method = Pond - JB-D1 Q (cfs) 4.00 • 3.00 2.00 1.00 0 00 Wednesday, Jan 30 2008, 8:54 AM Peak discharge = 3.26 cfs Time interval = 1 min 2nd diverted hyd. = 4 Pond structure = Culy/Orf A Hydrograph Volume = 2,556 cult Scour Hole Hyd. No. 3 -- 1 Yr ~I Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 5 10 15 20 25 30 • Time (min) Hyd No. 3 Hyd No. 2 Hyd No. 4 5 Hydrograph Plot Hydraflow Hydrographs by Intelisolve •Hyd. No. 4 By-Pass Hydrograph type = Diversion2 Storm frequency = 1 yrs C ~ ~~~~ >><~~~ Inflow hydrograph = 2 Diversion method =Pond - JB-D1 Wednesday, Jan 30 2008, 8:54 AM Peak discharge = 0.00 cfs Time interval = 1 min 2nd diverted hyd. = 3 Pond structure = Culy/Orf A Hydrograph Volume = 0 cult Q (cfs) 4.00 • 3.00 2.00 1.00 0 00 By-Pass Hyd. No. 4 --1 Yr ~I Q (cfs) 4.00 3.00 2.00 1.00 0.00 0 5 10 15 20 25 30 • Time (min) Hyd No. 4 Hyd No. 2 Hyd No. 3 6 • OUTLET PROTECTION DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE Single Pipe Outlet Project Briar Chapel-.Phase 5 Date 29-Nov-07 Project No. NEW-06030 Designer AN/AS • Pipe and Flow Data Outlet ID Culvert 1 Pipe diameter 24 in. Pipe slope 4.43% Outlet flowrate 10.1 cfs Source of flowrate data HydraFlow Outlet velocity 3.2 ft/sec Source of velocity data HydraFlow Outlet pipe downstream inv. 514.30 Tailwater elevation 516.30 Source of TW elev. HydraFlow Zone from graph below = 1 Figure 8.06.b.1 25 _. 20 ...,.:..., Zotte..b. U d ~ 15 v Zones u d 10 _. ~ Zvne d i 5 Zone 3 Zo....e.l. _..... ___....:. _n....2. . . . . . . . . . . . . . . .. . . . . . . . 0 0 1 2 3 4 5 6 7 8 9 10 Pipe diameter (ft) NCDOT Class A Riprap - 8' L x 6' W x 9"Thick 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 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 study required 1. Calculations based on NY DOT method -Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual Velocity Dissipaters for Culvert l.xls 1/30/2008 DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE • Single Pipe Outlet Project Briar Chapel -Phase 5 Date 29-Nov-07 Project No. NEW-06030 Designer AN/AS Pipe and Flow Data Outlet ID Culvert 2 Pipe diameter 24 in. Pipe slope 6,92~/a Outlet flowrate 9.1 cfs Source of flowrate data HydraFlow Outlet velocity 2.9 ft/sec Source of velocity data HydraFlow` Outlet pipe downstream inv. 518.75 Tailwater elevation 520.75 Source of TW elev. HydraFlow Zone from graph below = 1 C] Figure 8.06.b.1 25 20 ., Zo}-@..b. u a~ ~ 15 _, .~ Zont 5 d 10 .~ ~ 7ane 4 5 Zo . e l 7;bne 3 ~...~ 0 0 1 2 3 4 5 6 7 8 9 10 Pipe diameter (ft) NCDOT Class A Riprap - 8' L x 6' W x 9"Thick 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 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 study required 1. Calculations based on NY DOT method -Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual Velocity Dissipaters for Culvert 2.xls 1 /30/2008 DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE . Single Pipe Outlet Project Briar Chapel -Phase 5 Date 29-Jan-08 Project No. NEW-06030 Designer SRB Pipe and Flow Data Outlet ID FES-D1.1 Pipe diameter 24 in. Pipe slope 1.00% Outlet flowrate 15.1 cfs Source of flowrate data HydraFlow Outlet velocity 6.3 ft/sec Source of velocity data HydraFlow Outlet pipe downstream inv. 522.57 Tailwater elevation 524.57 Source of TW elev. HydraFlow Zone from graph below = 2 • Figure 8.06.b.1 25 20 Zone b u d j 15 `~ _ . ~ 2one3 10 -done d- ~r 5 Zone 3 Zo....e.1_ _..........,. ~.. _2. 0 0 1 2 3 4 5 6 7 8 9 10 Pipe diameter (ft) NCDOT Class B ltiprap - 12' L x 6' W x 22"Thick 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 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 S ecial study required 1. Calculations based on NY DOT method -Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual • Velocity Dissipaters for System D.xls 1/30/2008 • Project Project No. C] NCDOT Class B Riprap - 18' L x 9' W x 22"Thick 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 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 S ecial study required 1. Calculations based on NY DOT method -Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual • Pipe and Flow Data DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE Single Pipe Outlet Briar Chapel -Phase 5 Date 29-Nov-07 NEW-06030 Designer AN/AS Outlet ID FES-Al Pipe diameter 36 in. Pipe slope 1.00% Outlet flowrate 34.8 cfs Source of flowrate data $ydraFlow Outlet velocity 7.0 ft/sec Source of velocity data HydraFlow Outlet pipe downstream inv. 474.45 Tailwater elevation 477.45 Source of TW elev. HydraFlow Zone from graph below = 2 Fi¢ure 8.06.b.1 25 20 Zone b.. ., ,~, ~,,, ~ 15 .o ZontS d 10 _ ....:......... done ~i 5 Zo.....e i. ZOrne.3. _n....2. 0 0 1 2 3 4 5 6 7 8 9 10 Pipe diameter (ft) Velocity Dissipaters for System A.xls 1/30/2008 DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE Single Pipe Outlet Project Briar Chapel -Phase 5 Date 29-Nov-07 Project No. NEW-06030 Designer AN/AS Pipe and Flow Data Outlet ID FES-B 1 Pipe diameter 36 in. Pipe slope 3.96% Outlet flowrate 46.4 cfs Source of flowrate data HydraFlow Outlet velocity 9.1 ft/sec Source of velocity data HydraFlow Outlet pipe downstream inv. 457.22 Tailwater elevation 460.22 Source of TW elev. HydraFlow Zone from graph below = 2 • FiBUre 8.06.b.1 25 20 Zotte b u ~ 15 ~' ~ _ .~ ,done 5 __~_.... ~°, 10 -- ~ Zone .d- 5 Zbne-3' Zo...e..l.. :............... ..2. ..................... 0 0 1 2 3 4 5 6 7 8 9 10 Pipe diameter (ft) NCDOT Class B Ri rap - 18' L x 9' W x 22"Thick 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 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 study required 1. Calculations based on NY DOT method -Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual • Velocity Dissipaters for System B.xls 1/30/2008