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Home My WebLink About20190812 Ver 1_Oak Park CDs - Diffuse Flow Sheets_20191031N_3A \\�\\�iy�C`\\\ PHASE - _ - ! \ I 1 \ 1 167 I \ Imo. 1 I \ / f \ i l \ \ f /l \ \ \ \ �\ \ ' '/ \ \ \ \ \ \ ✓ �// l I 1 \ \ \ \16 � /� / �\ \ / \ 11 I 1 166 / I / \ _ TIE TO EXISTING GRADE OA , 6 \ \ 2gp oo 139 \ \ \ \ 1 1 \ I - - --_- 1 IIII \ �- \2$6 - - - - - EX. CB 411 165a; ��-- �to/ 1 1 \ / \ ---- - 284 170 ` _ _ I / i //A�11 Ilbj/ / 15" RCP 124 //�.` / ` \ T/A/ / EXISTING STORM DRAINAGE �\ \ \ \ / I ��9 I \O 1 \ - _ _ _ CB - CB410 409 EX. 15" RCP n -I \ \ 1 I ilk \- � �� // //�� G /\ \�\ \\ 117 \� \ / / / / / / I CB510 \ \ � /--.�-r---- / � �j` \/\ \/�/ `� \ �� , .yam \ \ \ \\ \ \ �_ / / i / / / / - - I �Oo CB 509 - - - - 101- 1 TIE TO EXISTING GRADE. 132 257 �26� 129 / 130 N- EXISTING STORM DRAINAGE \ %R C\R• _ o `EFORTEPA- _ci- 259 2B 504 - / _CB503 260 _ \l\\i................... � NCDOT 838.40 _ - 1 REINFORCED- \ CONCRETE ENDWALL c m - \ - PLUNGE POOL WITH FRENCH CLASS 2 \ _ \ DRAIN TO OUTLET RIPRAP \ 100 YEAR BACKWATER: 246.23' D50 = 14" \\ ; z _ _ =71 CB 1002 _ 5 1 � / �� - \ \ \ \ _ _ _ - - PLUNGE POOL WITH FRENCH z / / / / / \� �/ /i / - - - - \ \ _ - DRAIN TO OUTLET J - = i / / / / \ i - - - - - - \ _ (SEE DETAIL ON SHEET C7.8) CP 1 - ' - ' ' ♦ - OL RIPARIAN a • Z 0 a D U I 0 D Lo NS' N U) OL 0 U Q> Q> In LD 0 `o 0 0 I L N m 3 0 z I 0 D STORM DRAINAGE SCHEDULE STRUCTURE UP HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE DOWN EX. CB 401 5.37' 277.37 272.20' (24" RCP) CB 406 272.00' (24" RCP) 39' @ 3.89% EX. CB 404 CB 402 4.51' 279.21 274.70' (15" RCP) 32' @ 0.62% CB 403 CB 403 5.70' 279.20 273.70' (24" RCP) CB 408 274.50' (15" RCP) CB 402 273.50' (24" RCP) 122' @ 0.74% EX. CB 406 EX. CB 404 3.66' 273.96 270.50' (24" RCP) CB 401 270.30' (24" RCP) 82' @ 6.86% EX. CB 405 EX. CB 405 5.09' 269.59 264.70' (24" RCP) CB 404 264.50' (24" RCP) 56' @ 1.78% EX.FES 400 EX. CB 406 4.97' 277.37 272.60' (24" RCP) CB 403 273.20' (15" RCP) CB 412 272 40' (24" RCP) 32' @ 0.62% EX. CB 401 CB 407 4.04' 279.04 275.00' (15" RCP) 29' @ 0.69% CB 408 CB 408 5.04' 279.04 274.50' (18" RCP) CB 410 274.80' (15" RCP) CB 407 274.00' (24" RCP) 43' @ 0.71 % CB 403 CB 409 4.08' 283.08 279.00' (15" RCP) 29' @ 1.03% CB 410 CB 410 5.08' 283.08 278.70' (15" RCP) CB 409 278.00' (18" RCP) 113' @ 3.09% CB 408 EX. CB 411 4.37' 291.37 287.00' (15" RCP) 183' @ 6.00% EX. CB 412 EX. CB 412 3.57' 279.37 276.00' (15" RCP) CB 411 275.80' (15" RCP) 37' @ 6.95% EX. CB 406 EX. FES 400 2.79' 266.29 263.50' (24" RCP) CB 405 STORM DRAINAGE SCHEDULE STRUCTURE UP HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE DOWN CB 501 5.83' 259.73 254.10' (30" RCP) CB 503 255.15' (15" RCP) CB 502 253.90' (30" RCP) 174' @ 6.28% FES 500 CB 502 4.08' 259.58 255.50' (15" RCP) 34' @ 1.04% CB 501 CB 503 5.67' 261.37 255.90' (30" RCP) CB 504 255.70' (30" RCP) 130' @ 1.23% CB 501 CB 504 7.69' 264.79 257.30' (30" RCP) CB 505 257.10' (30" RCP) 144' @ 0.83% CB 503 CB 505 7.95' 265.45 258.00' (24" RCP) CB 506 257.50' (30" RCP) 40' @ 0.50% CB 504 CB 506 5.99' 270.79 265.00' (24" RCP) CB 507 264.80' (24" RCP) 192' @ 3.55% CB 505 CB 507 5.70' 274.90 269.40' (24" RCP) CB 508 269.20' (24" RCP) 137' @ 3.06% CB 506 CB 508 5.71' 276.31 270.80' (24" RCP) CB 509 270.60' (24" RCP) 93' @ 1.30% CB 507 CB 509 5.13' 276.33 271.95' (15" RCP) CB 510 271.95' (15" RCP) CB 511 271.20' (24" RCP) 32' @ 1.25% CB 508 CB 510 4.14' 278.14 274.00' (15" RCP) 39' @ 5.29% CB 509 CB 511 4.17' 278.47 274.30' (15" RCP) 143' @ 1.64% CB 509 FES 500 2.88' 245.88 243.00' (30" RCP) CB 501 LU TZ / - ` - -CB 511 SCOVI�L - - _ - - - - _ EX. CB 412 / / // / CB 408 - - _ _ - -/L-- - �/ \- _ _ _EX. 15" RCP - - - - - -CB 407"\280a - EX. CB 406 t / / \ z cn 2g0 - ---- - -----_ __ _ 24"RCP - J _ si -CB 403 EX. 24" RCP 1\ // \ rn _L M \ \ \\ �. qO= \ \ 1 --CB 402 / - - - - - - � - _ - - _ - � I - - - .STORM DRAINAGE _ ---- - - - - -280. ----- I EX. CB401 EX.24"RCP 173 - EX. 24" RCP 1 \ \ CB405 EX., 4. X.24' RCP- --�--EX.FES 400'\ H6tiSE4� 30 PLUNGE POOL WITH FRENCH - \ \ \ \ \ _ _ _ - SAN TAORY SEWER An' 1 1111 \ I I DRAIN TO OUTLET - - \ \ \ \ EASEMENT • �Ii11I I 111\\ v' IIII I t -- - (SEE DETAIL ON SHEET C7.8) �y ♦ _FES 300 50'NEUSE- ' RIPARIAN BUFFERS /\\\11 \\ \\ 24" RCP \\\\ \\\\\ / \ \ \ WETLAND/0210 S �` / / / / \ I / // / I / // /\\\\ \ 1 \ � � ♦ \ \ i t I l \ \) / / / �' \ � \\ - C- / I / / / ,- \\`\ , III I\I + \\\• 48" RCP \ CB 301- 211 o / cL ♦ \ I , / 1 \ \\I \ I I I 1 \ \ '�\♦� \ - - - 268 ,CB 303 CB 304-212 1 / \ ! - 1\\ \\I /�,� • Know what's below. Callbefore you dig. SCALE 1 "=60' NOR 0 60, 120' GRADING AND DRAINAGE NOTES 1. ALL ROOF DRAINS SHALL BE DIRECTED TO THE STORM SEWER. 2. ALL STREETS UNDER CONSTRUCTION DURING ALL PHASES SHALL BE CONSTRUCTED, DESIGNED AND MAINTAINED FOR ALL WEATHER DRIVING CAPABILITIES. THIS SHALL ALSO INCLUDE THE FOLLOWING: 3. ALL STREETS SHALL BE TEMPORARY OR PERMANENTLY LABELED WITH MINIMUM LETTERING OF 4" IN HEIGHT. 4. EVERY RESIDENTIAL LOT UNDER CONSTRUCTION SHALL HAVE A NUMERIC ADDRESS OF AT LEAST 4 IN. IN HEIGHT. 5. CLEAR STREET WIDTH OF 20 FOOT WIDTH. THERE SHALL BE NO STORAGE OF CONSTRUCTION MATERIALS OR WORKERS PARKED HINDERING EMERGENCY VEHICLE ACCESS. SITE PLAN LEGEND STREAM CENTERLINE 00000000 FLOODPLAIN WATERCOURSE BUFFER W W W W W WETLANDS L W W W W W• + + + + + TREE SAVE AREA Town of Garner Engineering Department APPROVED SIGNED DATE CITY OF RALEIGH ATTENTION CONTRACTORS PLEASE CONTACT TOWN OF GARNER ENGINEERING INSPECTOR AT 919-773-4458 TO SCHEDULE A PRE -CONSTRUCTION MEETING PRIOR TO OBTAINING BUILDING PERMITS FOR THIS PLAN. �o 0 0 U 0 N E LU U - z 0 W cow w U or N < LL _ 00 � LU��rMi a2'-'co C7 � c' U) x <� ruLL 0 0 T� rn _ E o � rn J w F- z O a U U) w 0 z O w w Q 0 DATE 10/10/19 D RAW N BY B. INGE DESIGNED BY B. INGE CHECKED BY K. ROBERTS SCALE 160' Nt N V / INkp Q a U U a- O z W z I Z (D LU Zoz I --I z pwQ w j LL U �--� J U') Q ~ z z > CE J I -I (D Q 0 0 o CD Q z z U 3: 1--1 O C) 0 � Vl O z � O JOB NO. 37500 SHEET NO. C4.0 o � T C O O E U C 0 cn c a- O D U 0 � � Cf) o z 0 M o) �-0 0 0-0 >T C o L U U 0 o- ocn •U U O U - x -0 a) �:t O 0 c 3 C 0 � Q) U •� 0 cn -0 0 _0 U U C 0 L U 0 >0 U) o c' cn -6 0 C _r_ 0 3 U) a)� C 0 0 a CL 0 a N T I_o L / 'a PLUNGE _ _ ♦3 \ PLUNGE POOL WITH FRENCH DRAIN TO OUTLET �\ \ \ \\ \ \� _ _ �. \ �� \ \ 18 \ \ \ \ \ \\ \ O\ \ \ \ \ \ (SEE DETAIL ON SHEET C7.8) 4 � 265- . \ \ , 279 \ Q _ r \ C \ � - _ � _ -_ � � _ - _ _ - - _ - _ _ - - \ � \ \ ` - \ 1 1 \ \ \ \ \ \ ♦ \ \ \ REINFORCED \ \ 259 mar \ \ - - - - - - - I \ \ \ \ \ \� � � \� \ % �� 50' NEUSE 1 \ \ \ \ ' - \ CONCRETE \ \ ?y. \ \ \\ _ _ - - 270 RIPARIAN BUFF _ - ER \ \ \ \ \ \ ENDWALL \ \ ` 260 INV OUT: 238.00' 16.5'x55'x36 - _ - - - - - - - el _ - - - - - \ \ r \ \ \ 1 1 I , \ FES 1000 0 NCDOT 838.40 -REINFORCED ` - \ \ /- - - _ _ - ` _ - - - _ _ ��_ \ _ \ 2 s _ \ \ \ \ 1 / / -_- - - - 97 LF \ - _ = \ - - - - - _ - \ = _ - \ > \ \ \ �\ TIE TO EXISTING , \ \ \ \ 1 ( I 1 �/ PLUNGE POOL WITH CONCRETE ENDWALL \ _ - - _ STORM DRAINAGE - - - - - - _ \ \ \ 1 1 `\ \ \ I / ,�/ / / - _ _ FRENCH DRAIN TO OUTLET \ \\ \'\ �\ \ \ - -_ -_ _ \ \ \ \ \ \ \ \ \ \ \ 1 ( 1 / - - - _ - 72" RCP . \ \� \ \ \ \ \ / \ \ / INV IN: 239.00' �\ - - - (SEE DETAIL ON SHEET C7.8) @ 1.04% n NV IN: 238.00 I' \ 1 1 1 -CB 1002 '• � . � � � \ � \ \ � -� - _ T i.I 15" RCP \ 100 YEAR BACKWATER: 246.23' PLUNGE POOL WITH FRENCH DRAIN TO OUTLET ( I I I I I I \ \ \ / - - CB 1003 / (SEE DETAIL ON SHEET C7.8) FEI S1 200/7 / /1 I - _ ♦ \ \ I 1 (I I I II 1 \ \ I I // / / _' N- \ / / 8I � WET�LANDS - - - / __- - - -'_ ,, _ \ \ ��\ \ \ ♦\ ` \\ `\ \,� \ 173 \\ ✓ - _ _ ' - _ ♦ \ PLUNGE POOL WITH \ \ \ \ \ \ \ \ \ \ \ \ \ \\ I o I I , , \ I I \ \ � 8 / / / ♦ FRENCH DRAIN TO OUTLET (SEE DETAIL ON SHEET C7.8) l / / -\ \� 1 i 0 / / / 184�'-\ \ \ \ \ ♦ / i/ \ I I I \\ \ \\\ \ 1 / 1 I /' it TW WALL DESIGNED BY OTHERS \ �\♦ \ \ \ \ \ \ 1 1 / 188 / , \ I co I 1 1 / i i - - \ - - - - - -♦ \ - _ - _ _ I =�- �' z \ \ \ \ \\\ 1 / /I I / r // I I I I I 1 11 1 .264.17'i ( / ' I I �' / 1 255.01' \259.17" \ \\ ��♦b \ u. \ I I \ I I I / / / / _ - \ \ \ NCDOT 838.27 ♦ - \ \ _ - \\ \ \ \I \ \ �,rrl ,'// /' � 260 , cr \ I - - - I - / \ \ \ \ REINFORCED CONCRETS INV OUT: 248.00' \ I I \ ♦ \ � �_�,�� ♦ p \ \ \ \ 38.8012'x32'x26" NCDOT8 265 CLASS 1 EINFORCED I I 1 II ENDWALL\ \ / CONCRE10.5'x28'x26" TE I / \ DWA/ LIL i1 1 1 II I1 I I1 I \co` 1 CLASS 1 \ l ♦ \ I - - 21 'RLO�N RIPRAP CB1004 / D50 = 10" � I♦ I I // � � ' \��/ - - - � �\\ \ \\��` `/ / �/ \\ \\ @ 0.93% _ \ / . 30' CITY OF RALEIGH v �j /r / l 11 I� I I l \ KARLOV RD. \ / / \ \\\ I _ / / \ \ SANITARY SEWER ' 15" RCP 26S ' - - I I I I I _ = 24' _ I 4 / EASEMENT N VMIOX CB 301 _ _ l/lamifrrf \ \ / _ \ / ✓ I U 2 CB 302 1 1 / I y� / I 2 I CB 206 / `t °L f `L - _ _ - 6 �\ \ \ ♦ \ S . I U \ P , / / / 210 _ �\ c I 1 \ RCP /N CB \ - _ 1 270 - CB 202 CB 205 y CB 303 I 1 / r,� / / i ' i \ \ \ �• ' 1 / / lI/ I I \ \ CB 1005 \ i / _ - _ _ \ CB 304 I I \ \ \ / 1INV IN: 248.80' I/Y\ 267 A' / \ l l I / 265 i � / / / i I I / / \ i � _ i I I 1 i► / / / i NCDOT838/.'2� 1 �- i ®\r \ \\ \ \ i \\ \ \ \\\\�\\� TE \\ \ \\\�\\\ �� \\ \ \ \�l\ \l \ \\\ �1i\1 ♦II I II� II\ \/ / / 265 �/' i/ I1I1I 1I1l RETE \ NCDOT 838.27 2619REINFORCED --- REIN, OCED EDWALL270 CONC 9g/ 269 ENDWALL \\ \\\ \\ \\ \ \\ 1 0 1 / 1llI / ' / \\I\ ` \ �!�\ \ /' / /� 0 \ \ L CLASS B / � V / / / / � / 1 1\� \\\ \ ` 1 2' // 212 RIPRAP , I / i / / i / i i \ i / / / / i - I III �I / / / I I \ Y �� ' / / / _ 1 I I I I\I / / / / / / \ II 77 ------------ Ir 1 1 0 \�� / / \ / � / .28 % � �\I I \ J 30' CITY OF RALEIGH / / / / / \ \ \ / / / / / ) I / SANITARY SEWER 1 I I 1 1 100 YEAR BACKWATER: 253.39' / / ' , ' / / \ \ \ / / / / ) I l I \ i / I I / \ \ / \ \ + / / / _ _ / / / / / 11 j I / 100 YEAR BACKWATER: 231.23' // / EASEMENT Z/ \\ \--JIII � I+rrr vl`\ m `�\ \ . \\ \ I I I I I I I I I ( I I I 11, I/ \ / / / / / / l l 1 I / r /r _ \ \ I I I r' / / / \ / ' / ' l / / I I/ /\ _ \ � ---- \\//' / � 0 /001 \. 11 hII a 0 0 z a Z 0 a U U I 0 0 Lo NS' N U) UJ O O OL 0 U N Q> r J, STORM DRAINAGE SCHEDULE STRUCTURE UP HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE DOWN CB 201 11.34' 263.86 252.72' (24" RCP) CB 202 252.52' (24" RCP) 190' @ 0.80% FES 200 CB 202 10.83' 263.87 253.54' (18" RCP) CB 204 259.04' (15" RCP) CB 203 253.04' (24" RCP) 32' @ 1.00% CB 201 CB 203 5.29' 266.69 261.40' (15" RCP) 79' @ 3.00% CB 202 CB 204 6.62' 261.65 257.05' (15" RCP) CB 205 255.04' (18" RCP) 187' @ 0.80% CB 202 CB 205 4.55' 261.65 257.30' (15" RCP) CB 206 257.10' (15" RCP) 5' @ 1.01 % CB 204 CB 206 4.05' 261.65 257.60' (15" RCP) 32' @ 0.94% CB 205 FES 200 N/A 253.38 251.00' (24" RCP) CB 201 STORM DRAINAGE SCHEDULE STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE UP DOWN CB 301 5.27' 264.77 260.00' (18" RCP) CB 303 259.50' (24" RCP) 151' @ 2.32% FES 300 260.25' (15" RCP) CB 302 CB 302 4.70' 265.50 260.80' (15" RCP) 67' @ 0.82% CB 301 CB 303 4.52' 264.77 260.50' (15" RCP) CB 304 260.25' (18" RCP) 32' @ 0.78% CB 301 CB 304 4.12' 264.72 260.60' (15" RCP) 6' @ 1.76% CB 303 FES 300 N/A 258.38 256.00' (24" RCP) CB 301 STORM DRAINAGE SCHEDULE STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE UP DOWN DI 1101 4.20' 265.70 261.70' (24" RCP) DI 1102 261.50' (24" RCP) 71' @ 1.42% FES 1100 DI 1102 4.00' 268.00 264.00' (24" RCP) 283' @ 0.81 % DI 1101 FES 1100 262.70' 262.88 260.50' (24" RCP) DI 1101 STORM DRAINAGE SCHEDULE STORM DRAINAGE SCHEDULE STRUCTURE HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE UP DOWN DI 1101 4.20' 265.70 261.70' (24" RCP) DI 1102 261.50' (24" RCP) 71' @ 1.42% FES 1100 DI 1102 4.00' 268.00 264.00' (24" RCP) 283' @ 0.81 % DI 1101 FES 1100 262.70' 262.88 260.50' (24" RCP) DI 1101 STORM DRAINAGE SCHEDULE STORM DRAINAGE SCHEDULE STRUCTURE UP HEIGHT TOP INV IN INV OUT OUTLET PIPE STRUCTURE DOWN CB 1001 8.13' 255.93 248.00' (24" RCP) CB 1003 248.55' (15" RCP) CB 1002 247.80' (24" RCP) 47' @ 0.64% FES 1000 CB 1002 7.03' 255.93 248.90' (15" RCP) 32' @ 1.09% CB 1001 CB 1003 8.20' 256.70 249.00' (18" RCP) CB 1004 248.50' (24" RCP) 78' @ 0.64% CB 1001 CB 1004 6.95' 264.55 257.85' (15" RCP) CB 1005 257.60' (18" RCP) 221' @ 3.89% CB 1003 CB 1005 4.68' 265.68 261.00' (15" RCP) 64' @ 4.93% CB 1004 FES 1000 N/A 252.88 247.50' (24" RCP) CB 1001 APO SCALE 1 "=60' 0 60 120 GRADING AND DRAINAGE NOTES SITE PLAN LEGEND 1. ALL ROOF DRAINS SHALL BE DIRECTED TO THE STORM SEWER. 2. ALL STREETS UNDER CONSTRUCTION DURING ALL PHASES SHALL BE CONSTRUCTED, DESIGNED AND MAINTAINED FOR ALL WEATHER DRIVING CAPABILITIES. THIS SHALL ALSO INCLUDE THE FOLLOWING: 3. ALL STREETS SHALL BE TEMPORARY OR PERMANENTLY LABELED WITH MINIMUM LETTERING OF 4" IN HEIGHT. 4. EVERY RESIDENTIAL LOT UNDER CONSTRUCTION SHALL HAVE A NUMERIC ADDRESS OF AT LEAST 4 IN. IN HEIGHT. 5. CLEAR STREET WIDTH OF 20 FOOT WIDTH. THERE SHALL BE NO STORAGE OF CONSTRUCTION MATERIALS OR WORKERS PARKED HINDERING EMERGENCY VEHICLE ACCESS. STREAM CENTERLINE 00000000 FLOODPLAIN WATERCOURSE BUFFER W W W W W WETLANDS L W W W W Y • + + + + + TREE SAVE AREA PLEASE CONTACT TOWN OF GARNER ENGINEERING INSPECTOR AT 919-773-4458 TO SCHEDULE A PRE -CONSTRUCTION MEETING PRIOR TO OBTAINING BUILDING PERMITS FOR THIS PLAN. 0 u n CD 0 0 N E w U z a-: Q 0 W row w U or N = 1-4 ILL LL N OR �0�rM, a2 -'co C7� 0' Z 1!J U) x CruILL 0 0 TLn M H �0 o Lr) rn J w F- z O a U U) w 0 z O U) w w Q 0 DATE 10/10/19 D RAW N BY B. INGE DESIGNED BY B. INGE CHECKED BY K. ROBERTS SCALE 1 60' N V / N w Lr) Cn z Q a I U u 0 z W z � � Q � z o z I --I z w QO we LL U < J Q ~ z C, z � � z J I -I (D Q � 0 o U Q z z U 3: 1--1 O C) � Vl O z � �i O JOB NO. 37500 SHEET NO. C4.1 o ci� T c O O E U c 0 cn c a- O D U O � � Cf) o z 0 M o) �-0 0w-0 T C " O L U U 0. 0 O L 0- cn � o •U U O U - X -0 N N �E `v O c 3 C 0 Q) U •� o rn -0 _ U U C O L U j 0 0 U) 0 0 (n -0 0 c _r_ 0 3 U) an C 0 0 0 a CL 0 a N T l_o L M. QI0 vi J < Ljj 0 0 Z < Ln W 0 .16 0 U I 0 0 N 0 0 a_ 0 U N N L Ln LD 1 L O Y O O I N L N In 3 Z I D D RI PRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, --------------------------------------------------------------------------------------------------------- 1986 JOB: Oak Park Phase 4 - FES 200 DESIGNER: BJI Date: 4/15/2019 CHECKER: KMR------- --------------------------------------------------------------- Date_---- ------------------------ 4/15/2019 I NPUT DATA: Conduit Diameter D = 2.00 ft Conduit Discharge: Q = 18.44 cfs Conduit Slope at Outlet: S = 0.02 ft/ft Conduit Outlet I nvert Elevation: El, CO = 251.00 ft TaiMeter Elevation: El, TW = 250.00 ft Outlet Channel Invert Elevation: El, CH = 250.00 ft --------------------------------------------------------------- -------- Water Density: RHO = ------------------------ 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.67 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.33 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.50 ft Side Slope Ratio: Zw = 2.00 ft/ft Upstream End Slope Ratio: ZIu = 4.00 ft/ft Downstream End Slope Ratio: Zld = 3.00 ft/ft Combined End Slope Ratio: --------------------------------------------------------------------------------------------------------- Z1 = 3.50 ft/ft OUTPUT---POOL LOCATION AND DI MENSIONS: Vert. Dist. from TaiMeter to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0, Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] O.K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 2.86 ft Pool depth at C/L Below Conduit I nvert: Zp+0.8Zm = 2.02 ft Pool Bottom Elev: EI,PB = 248.98 ft Pool Bottom Length: 2Lr2 = 0.86 ft Pool Bottom Width: 2Wr2 = 0.81 ft Upstream Pool Length at TaiMeter Elev.: Lru = 4.51 ft Downstream Pool Length at TaiMeter Elev.: Lrd = 3.49 ft Pool Width at Tailwater Elev.: 2Wr = 4.89 ft Check Side Slope Ratio: (Wr>=We) O.K. **Side Slope Ratio ZwO.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) O.K. **End Slope Ratios O.K.** Check Upstream Length: (Lru - Xm) O.K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 247.65 ft Pool Bottom Elev. at Bottom of Bedding: El, BB = 247.15 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 10.7 cu yd Volume of Rock Riprap: V,rs = 5.6 cu yd Volume of Bedding: V,bs = 4.6 cu yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 "Riprap Lined Plunge Pool for Cantilever Outlet' Natural Resources Conservation Service Engineering Division RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: Oak Park Phase 2 - FES 500 DESIGNER: BJI Date: 4/15/2019 CHECKER: KMR -------------------------------------------------------------------------------------------------------- Date: 4/15/2019 I NPUT DATA: Conduit Diameter D = 2.50 ft Conduit Discharge: Q = 27.28 cfs Conduit Slope at Outlet: S = 0.07 ft/ft Conduit Outlet I nvert Elevation: El, CO = 243.00 ft Taiwater Elevation: El, TW = 242.00 ft Outlet Channel Invert Elevation: El, CH = 242.00 ft --------------------------------------------------------------------------------------------------------- Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.67 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.33 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.50 ft Side Slope Ratio: Zw = 2.00 ft/ft Upstream End Slope Ratio: Zlu = 4.00 ft/ft Downstream End Slope Ratio: Zld = 3.00 ft/ft Combined End Slope Ratio: --------------------------------------------------------------------------------------------------------- Z1 = 3.50 ft/ft OUTPUT---POOL LOCATION AND DI MENSIONS: Vert. Dist. from TaiMeter to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0, Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [QI(gD^5)^0.5 <= (1.0+25*D,50/D)] O.K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 3.33 ft Pool depth at C/L Below Conduit I nvert: Zp+0.8Zm = 2.92 ft Pool Bottom Elev: EI,PB = 240.08 ft Pool Bottom Length: 2Lr2 = 1.59 ft Pool Bottom Width: 2Wr2 = 1.51 ft Upstream Pool Length at TaiMeter Elev.: Lru = 8.46 ft Downstream Pool Length at TaiMeter Elev.: Lrd = 6.55 ft Pool Width at Tailwater Elev.: 2Wr = 9.17 ft Check Side Slope Ratio: (Wr>=We) O.K. **Side Slope Ratio ZwO.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) O.K. **End Slope Ratios O.K.** Check Upstream Length: (Lru - Xm) O.K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 238.75 ft Pool Bottom Elev. at Bottom of Bedding: El, BB = 238.25 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs= 25.2 cu yd Volume of Rock Riprap: V,rs = 13.0 cu yd Volume of Bedding: V,bs = 8.4 cu yd Spreadsheet developed by D_ Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 "Riprap Lined Plunge Pool for Cantilever Outlet' Natural Resources Conservation Service Engineering Division lY��ltel:7s1�7,� RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 Elev. 251.0 � - I , I I Elev. 2.0 ; 249.0 0.9 ' 4.0 i :4 1.2�; , 2.9 �► 4.5 _Elev. 250.0 1 FRENCH DRAIN 3.0 6" PERFORATED PIPE IN SOCK 7.7 (TO DAYLIGHT) 12" #57 STONE SECTON A -A iq Pi 10.8 , 4.9 , 0.8 --o4 1 1.3 2.0 , SECII ON B-B RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 _� Elev. 243.0 ; ROCK GRADA 11 c. 41rv, i 1.6 ' , 4.0 i 3.0 2.0 10 3.3 -► ;+ 8.5 1-4 10.7 12" #57 STONE SECTION A -A 1.3 15.1 9.2 77 ! LJ 2.1� 2.0 SECTION B-B 1 Elev. 242.0 ; ;FRENCH DRAIN i- 6" PERFORATED PIPE IN SOCK (TO DAYLIGHT) RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, --------------------------------------------------------------------------------------------------------- 1986 JOB: Oak Park Phase 4 - FES 300 DESI GNER: BJI Date: 4/15/2019 CHECKER: KMR -------------------------------------------------------------------------------------------------------- Date: 4/15/2019 I NPUT DATA: Conduit Diameter D = 2.00 ft Conduit Discharge: Q = 13.77 cfs Conduit Slope at Outlet S = 0.01 ft/ft Conduit Outlet Invert Elevation: El, CO = 256.00 ft Taiwater Elevation: El, TW = 254.50 ft Outlet Channel I nvert Elevation: El, CH = 254.50 ft --------------------------------------------------------------------- Water Density: -- RHO = ------------------------ 1.00 BedlRiprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.67 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.33 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.50 ft Side Slope Ratio: Zw= 2.00 ft/ft Upstream End Slope Ratio: Zlu = 4.00 ft/ft Downstream End Slope Ratio: Zld = 3.00 ft/ft Combined End Slope Ratio: --------------------------------------------------------------------------------------------------------- Z1 = 3.50 ft/ft OUTPUT---POOL LOCATION AND DI MENSIONS: Vert Dist. from TaiMeter to Conduit Invert: Zp = 1.50 ft Submergence Check: (If Zp < 0 , Use Zp = 0) Use Zp = 1.50 ft Beaching Check: 10/(gD^5)^0.5 <_ (1.0+25*D,50/D)] O.K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 2.66 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 3.21 ft Pool Bottom Elev: EI,PB = 252.79 ft Pool Bottom Length: 2Lr2 = 1.41 ft Pool Bottom Width: 2Wr2 = 1.34 ft Upstream Pool Length atTaiMeter Elev.: Lru = 7.56 ft Downstream Pool Length at TaiMeter Elev.: Lrd = 5.85 ft Pool Width at TaiMeter Elev.: 2Wr = 8.20 ft Check Side Slope Ratio: (Wr>=We) O.K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) O.K. **End Slope Ratios O.K.** Check Upstream Length: (Lru - Xm) O.K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 251.46 ft Pool Bottom Elev. at Bottom of Bedding: El, BB = 250.96 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 21.1 cu yd Volume of Rock Riprap: V,rs = 11.0 cu yd Volume of Bedding: V,bs = 7.4 cu yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 "Riprap Lined Plunge Pool for Cantilever Outlet" Natural Resources Conservation Service Engineering Division RI PRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, --------------------------------------------------------------------------------------------------------- 1986 JOB: Oak Park Phase 4 - FES 1000 DESI GNER: BJ I Date: 4/15/2019 CHECKER: KMR ------ ------- Date: 4/15/2019 I NPUT DATA: Conduit Diameter D = 2.00 ft Conduit Discharge: Q = 11.64 cfs Conduit Slope at Outlet S = 0.01 ft/ft Conduit Outlet Invert Elevation: El, CO = 247.50 ft TaiMeter Elevation: El, TW = 246.00 ft Outlet Channel I nvert Elevation: El, CH = 246.00 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.67 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.33 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.50 ft Side Slope Ratio: Zw= 2.00 ft/ft Upstream End Slope Ratio: Zlu = 4.00 ft/ft Downstream End Slope Ratio: Zld = 3.00 ft/ft Combined End Slope Ratio: --- ---- ---- -- Z1- _- -----3.50 -ft/ft OUTPUT ---POOL LOCATION AND DI MENSIONS: Vert Dist. from TaiMeter to Conduit Invert: Zp = 1.50 ft Submergence Check: (If Zp < 0 , Use Zp = 0) Use Zp = 1.50 ft Beaching Check: [QJ(gD^5)^0.5 <_ (1.0+25*D,50/D)] O.K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 2.18 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 3.00 ft Pool Bottom Elev: EI,PB = 244.50 ft Pool Bottom Length: 2Lr2 = 1.21 ft Pool Bottom Width: 2Wr2 = 1.16 ft Upstream Pool Length at TaiMeter Elev.: Lru = 6.60 ft Downstream Pool Length at TaiMeter Elev.: Lrd = 5.10 ft Pool Width at TaiMeter Elev.: 2Wr = 7.16 ft Check Side Slope Ratio: (Wr>=We) O_K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) O.K. **End Slope Ratios O.K.** Check Upstream Length: (Lru - Xm) O.K. **End Slope Ratio ZIu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 243.17 ft Pool Bottom Elev. at Bottom of Bedding: El, BB = 242.67 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 17.3 cu yd Volume of Rock Riprap: V,rs = 9.1 cu yd Volume of Bedding: V,bs = 6.5 cu yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 "Riprap Lined Plunge Pool for Cantilever Outlet" Natural Resources Conservation Service Engineering Division RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 -`-'-__ Elev. 256.-0 ---- Elev. ; ----- � 254.5 ' Elev. 3.2 ; 252.8 ' , 1.4 ,FRENCH DRAIN 1 1 ; 4.0 ! 3.0 6" PERFORATED 1.8�� PIPE IN SOCK 2.7 :4 7.6 10.0 (TO DAYLIGHT) 12" #57 STONE SECTION A -A 14.1 8.2 n- 1.3 1 1.3 2.0 , 2.0SECTION B-B B A A ROCK GRADATION % Passing Size in B 100 16.08 Oak Park Phase 4 - FES 300 60-85 12.06 LANDOWNER 25-50 8.04 5-20 4.02 DESIGNER: BJI 0-5 1 1.60$ 1 ISHEET OF ROCK GRADA RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 Elev. 247.5---- Elev. ' ------ � 246.0 , _:::;;; Elev. 3.0 ; 244.5 ' ; 1 ~ 1.2 FRENCH DRAIN 4.0 ! 3.0 6" PERFORATED :4 1.6 0 PIPE IN SOCK , , 2.2 0 ' 6.6 9.3 (TO DAYLIGHT) 12" #57 STONE SECTION A -A 1.3 13.1 7.2 ' v 1 2.0 t;�x�IL�7`►I�:�:I CITY OF RALEIGH Town of Garner Engineering Department APPROVED SIGNED DATE 0 U r\ � o � o r\ E N W U E z 3 LU a- LLLU 0 N C� M ' ax00 (D0 0' N Z LU M J X < faLL 0 r)( TO _ c� L �"D C,rn � rn J W v7 M O C7 O w > w_ U < Z O U) M O z O a- U U) w 0 z O U) > w w < 0 DATE 10/10/19 D RAW N BY B. INGE DESIGNED BY B. INGE CHECKED BY K. ROBERTS SCALE N/A JOB NO. 37500 SHEET NO. C7.7 `0 D Q>� 00 0 -00 0 c 0 � o c Q) 0 � C 0 i U o C a> 0 3 0 Cn o ai x c a) o v 0 U 0 o v 3 N 0) o Cn C: T C 0 0 E-0 U -0 L c (1)0C: a- O � U O L � _0 N v z 0 �0 v 0 T c o aJ +� O- U 0 0 a� O C > o U .0 0 0 N -0 N N =' �E N p O C y... C C N E- 0 O fn -0 0 � U N C O � U j O N vi U 0 (0 0 0 C L p 3 �Q) C 0 0 o_ 0 0 0- N T s C 1--0 L_