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Storm Drainage
Calculations
5ne1ay KucKer, I RU23006
Shelby, North Carolina
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MCADAMS

SHELBY RUCKER
SHELBY, NORTH CAROLINA
STORM DRAINAGE CALCULATIONS
PROJECT NUMBER: TRU-23006
DESIGNED BY: STUART WOODARD, PE
KENNA POWELL, El
DATE: JUNE 2024
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MrADAMS
2100 S. TRYON STREET, SUITE 400
CHARLOTTE, NORTH CAROLINA 28203
NC LIC. # C-0293

�la MCADAMS STORM DRAINAGE CALCULATIONS
PROJECT NARRATIVE
Located in the City of Shelby, North Carolina, is the proposed development known as Shelby Rucker. The
existing site is mostly grass with some wooded areas. Proposed development on this site will consist of
the construction of single-family homes, along with the associated roads, sidewalks, utilities, and three
stormwater control measures.
The proposed development is located within the Broad River basin with stormwater runoff from the
proposed development draining into existing unnamed creeks that are connected to Buffalo Creek, which
then connects to Kings Mountain Reservoir. The proposed stormwater management on this site shall
meet the stormwater management performance standards for development set forth in the City of
Shelby Code of Ordinances.
SUMMARY OF STORM DRAINAGE REPORT
The following report analyzes the storm systems for the proposed Shelby Rucker single-family
development.
The proposed drainage systems were modeled using the rational formula to determine the runoff to
each inlet with an assumed time of concentration of 5 minutes for most structures (providing the most
conservative design). The time of concentration for inlets that receive off-site drainage were calculated
using the SCS Segmental Approach from TR-55. The systems were analyzed using Hydraflow Storm
Sewers (2020).
The conclusion of this analysis is that the storm systems will provide adequate runoff capacity during
periods of peak rainfall. The 10-year storm was modeled to determine the required drainage pipe sizes
for the on-site storm sewer. Additionally, the gutter spread was determined for all structures located
within the public right-of-way and riprap was adequately designed for all stormwater outfalls.
creating experiences through experience 2100 S.Tryon Street,Suite 400,Charlotte,NC 28203/704.527.0800

DRAINAGE AREA MAP EXHIBIT
Shelby Rucker
TRU-23006

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SETBACK LINE D4 A ' \Ni- I / , '/ /i1 U INV IN]89.50(CB-332) INV IN=800.10 UINV OOr]28.40
c - - -- I -C ---'- -- - Dl 315 1 F, INV OIR=789.40 INV OUT=800.00 DI 505�oSTORM DRAINAGE EASEMENT LINE % -~�A-0.20 A•II -'It 1 II � . . III ^� 1 / / W B-332 T/G]65.00PLAN INFORMATION
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I / m / / - ® , / I W T T G 2788 81 ITN/VG OUT 758.00
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m 50'STREAM BUFFER i / / i I I __ A O 26 A INV IN=789.90(CB-333) INV OUT=]85.00 PROJECT NO. TRU-23006
8 ® i411 L I 66 �i �� _ -p = C 1 ///// 1 v�7 II'our 789.ao
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ss 55 , ICI.II`o CONCRETE(SIDEWALK/DRIVEWAY) °� rIly �_ 'f' (�J i I I ' Ij�l INv our=79o.]o INV OU•, - ' �il� �+'' +� � r" c6-335 r/c=eos.n DRAWN BY KLP
1 ALL CONSTRUCTION SHALL BE IN ... I 1, S E E SHEET C3.03 =79as7 SCALE 1"=50'
Know what's below. ACCORDANCE WITH THE CURRENT CITY OF L� ' S6 a CB-327 INV IN=789.20(CB-336)
r/c=766.3z INV our=789.1 o DATE 06.04.2024
SHELBY LAND DEVELOPMENT DESIGN ROAD D B-402 CB-407 CB-411 CB-416 DI-413 JB-403 INv IN=783.40 CB-330
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STANDARDS AND DETAIL DRAWINGS (50'PUBLIC R/W) T/C=73727 T/C=743.64 T/C=755.55 T/C=764.766 T/G=756.32 RIM=735.28 INV IN=783.40(CB-328) T/C=798.56 SHEET
CITY MAINTAINED INV IN=727.30(JB-403) INV IN=737.90(CB-410) INV IN=750.80(CB-414) INV OUT=760.20 INV OUT=752.40 INV IN=728.10(CB-406) INV OUT=783.30 INV IN=792.10(CB-338)
INV OUT=727.20 INV IN=737.90(CB-408) INV IN=750.80(CB-412) DI-405 EW-400 INV IN=727 0(CB-404) CB-328 INV IN=792.10(CB-337)
CONTRACTOR SHALL NOTIFY"NC811"(811)OR 1-800-632-4949 AT PER COS STD DTL 2.10 our=73760 our=]sa.]a / Nv our=za.00 NV Ou=792.00 GRADING PLAN B
( ) CB-404 T G-734.93 '+??=710.33 T C-788.56
8 LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION Vc=733s9 c6-40e c6-412 INV ouT=730.00 INV IN=783.80(DI-329) C8-337
JB-401
INV IN=728.80(DI-405) T/C=743.64 T/C=756.07 INV OUT=783.70 T/C=798.56
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. INV OUT=728.70 INV IN=738.30 O INV IN=751.20(DI-413) DI-409 RIM=722.00 INV ou=79320
T/G=743.89 INV IN=716.30(CB-402) CB-330
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE CB-406 INV our=73a.za INV our=751.1a INV our=716.zo r/c=79a.aa GRAPHIC SCALE
CB-33B THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811". 25
T/C=736.87 CB-410 CB-414 INV IN=78810(CB-335) T/C=804.92 ° 50 00
v INV IN=731.50(CB-407) T/C=749.71 T/C=764.76 INV IN=788.10(CB-331) INV IN=799.70(CB-339) I
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. INV ouT=731.40 INV IN= 4.40(CB-411) INV IN= 90(CB-418) INV our=788.00 INV our=799.60 l inch=80 R C 3. •02
n INV OUT=744.30 INV OUT=75=759.80
PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION

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I \ \I.Z.:, DI-301 EW-500 J
I\ \ \\\ I , CB-209 CB-302A CB-312 CB-321 T/G=732.76 .??=725.79 SHEET KEY
T/C=]82.2] CB-211 T/C=733.15 T/C=760.13 T/C=769.14 INV IN=719.20(CB-302A)
I I I I 1 I I / Si. INV IN=777.10(01-210) T/C=782.02 INV IN=727.30(CB-305) INV IN=754.30(CB-313) INV OUT=764.30 INV OUT=719.10 NTS N SITE
CC-[� INV IN=777.10(CB-211) INV IN=777.50(DI-212) INV IN=727.30(CB-303) INV OUT=754.20 B
PROPERTY BOUNDARY(TOP.) 'I I 1 / `- INV OUT=777.00 INV OUT=777.40 CB-322 DI-304 O O
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7 v lIR / INV oUT=727.2o /- J RS
7 [� INV OUT=729.30 O R W/ m /. , F�c T/C=766.56 INV IN=]66.20(DI-323)
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/ l T/C=733.25 INV IN=]60.80(DI-314) 0
/ ^ 3 T/G=]85.34 CB-324 T/G=736.61 ci
40'BUFFER / I u// /� % /•. �S O INV OUT=780.00 INV OUT=727.40 INV OUT=]60.]0 T/C=77971 INV IN=735.00(DI-308) Q'
// / > , / / /` DI-212 CB-303 CB-316 INV IN=]]4.50(CB-327) INV OUT=734.90 AREA MCADAMS
/�/ E / �/// _ T/C=734.49 T ( ) DI-308/ / / 11 / / ,./-...,.` T/G-782.27 V IN=728.10(DI-304 INVC IN 6962.10 CB-317 INV OUT]]440 CB-325
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/ / 7�/ / ,. INV OUT=728.00 INV oUT=762.00 /-
/� / CB-325 INV IN=745.00(DI-309) The John R.McAdams Company,Inc.
NOW OR FORMERLY �.�3 0//// /��•'• \ ,1/ / / / CB-305 CB-317 T C-779.70 INV OUT=744.90
NDDDT /� ,3 / # I / ` - / 2100 South Tryon Street
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e /- /- ( ) DI 309ZIZ
PB 6,PG'� i A h \' / -- - 60( ) T/G 75200 _ O )OPIN:2566332342/ / 6 / - ( ) INV OUT 75000 - C� Charlotte,NC 28203
/ i / �.,/ I INVOUT=]62.50 /h/ _ �C01001
ZONING: //// / / / o ' ' DI 315 DI 314 D APoSp D ", Z O phone [phone]
/ �/ / S nn > e • ,• ,_ T/C=]39.52CB-318 T/G 775 11 �`_ k/ "L� / `� /^ �5 ' C;� INV IN=733.70(CB-310) T/C=770.95 T/G]81.]5 INV IN-766.60(DI-315) o fax [phone]
/ /^N5 �� / INV IN=733.70(DI-307) INV IN=763.00(CB-319) INV OUT=777.00 INV OUT=766.50
/ �� / license number:C-0293,C-187
/ / t 24 D1-323 VICINITY MAP
INV OUT=733.60 INV OUT=]62.90
/ /� j5 / EW-500 / / 4y / - �Ys� CB-310 CB-319 T/C=771.20
INV OUT=766.s0 EW-300 NTS
, /// / / / T/C=7s4.91 T/C=76923 ???=710.88 www.mcadamsco.com
/ /, / // / / / INV IN=749.10(CB-312) INV IN=783.50(CB-320) DI-328 CLIENT
/ / / / / /// ' INV IN 749.10(CB-311) INV OUT 76340
/ / / /� //� �� 76a wV our 749.0o T/�n9.9s SITE LEGEND
\ \ / i INV OUT=776.10
/ / ,y / / /// % �'�� ` Av c6 311 TBc 37691a SHAUN GASPARINI
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/ n v! /c 75a 90 INV IN 7sa oo(cB 322) 2649 BREKONRIDGE CENTRE DRIVE
// / / / / ,' �', INV OUT-749.40 INV IN-764.00(CB-321) RIGHT-OF-WAY LINE
/ / / / `, INV OUT=763.90 CB-603A CB-612 CB-622 JB 601 CB-]02 MONROE,NU 28110
' / / / / , / / / �� - \t- r/C=766.42 T/c=788.37 T/C=811.70 RIM 741.98 T/C=79o.12 --- LOT LINE PHONE:[phone]
/ / / / /o / / / \1 \\1 ` \ ` INV IN=750.90(CB-604) INV IN=782.50(CB-613) INV IN=806.00(CB-623) INV IN=729.90(JB-602) INV IN=]]9.60(CB-708)
2 ., / / 29 INV IN=750.90(CB-603B) INV OUT=782.40 INV OUT=805.90 INv OUT=7z9.20 INV IN=779.60(CB-706) - SEWER/UTILITY EASEMENT LINE EMAIL:$[e-mail]
^ /.^'^yo _ 31 INV OUT=750.80 INV IN=]]9.60 CB-703
/ ��o //// / \' \ CB 613 CB 623 JB 602 INV OUT=762.00 ) CENTER LINE
(I / / /// / \\ / 28 �\ �, n0 \ `, CB-8036 T/C=798.20 T/C=811.85 RIM=759.22
/ / y5 \ \1.�\' T/C=766.44 INV IN=7s3.10(CB-616) INV IN=806.40(DI-624) INV IN=740.20(CB-603A) CB-]03 - - SETBACK LINE
• / // �\ �\ • INV OUT=751.00 INV IN=793.10 Q INV OUT=740.10 T/C=787.66
INV OUT=80s.30
/ / / /. / 1 \` I I STORM DRAINAGE EASEMENT LINE True Homes
/ a I l / CB-604 � ROAD E INV IN=793.10(CB-615) INV IN=780.30(CB-704) we VALUE WHAT`IOU VALUE
x/ CB-604 DI-606
/ / INV OUT=793.00 INV OUT=780.20
/ o T/C=]6].50 T/G=768.83 DI-707 L
/ / / 27 CB-6U3A DA=0.25 AC\ (50'PUBLIC R/W) NV IN=]60.80(CB-605) B-615 INV OUT=762.50 G=79746 C-704 50'STREAM BUFFER
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DA=0.48 AC �1 \ �_ C=0 73 �� /ry CITY MAINTAINED1rvv our=7so.7or/c=79e.zoo-soeINV OUT=791.10T/c=786.45 1°/ k , \, - - i' PER COS STD DTL 2.10 INv ouT=7s3.4o _ INV IN=]81.zo(CB-705)
/ o,°o� MEA / / S. , C=073 % CB-bos T c-nzsz D1-]11 INV OUT=781.10
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\ / e , °'-- / �" //// ` /_.%60q \ rn INV IN 761.20(DI-606) INV IN 801.80(CB 621) T/C ]86.84
/ / --- / // � � r INV OUT=]61.10 INV IN=801.80(CB-61]) r/G=]98.46 EW 700 INV oUT=]81.50 N
\ \ za / G/�d3A r-_ - e•so7 INV OUT=801.70 ?"=726.88 ALL CONSTRUCTION SHALL BE IN CC
•,Jp ,J f / / " JB�02 ��"-= t q 1 P to CB-607 DI-620 CB-706
y o / 1 0/ I = c'/ c-no.7s e-sn c=aoa.00 B-701 c-79os3 ACCORDANCE WITH THE CURRENT CITY OF
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INV IN=764.40(CB-609) T/C=808.11 INV OUT=804.40 RIM=780.53 V IN=]81.90(DI-]0])
45 Jso_ III A-0.31 A fn INV waba.ao DI-soa INV 1N=eoz.zo cB-sta INV 1N=7a9.7o(CB-7oz) INV our]a1 ao SHELBY LAND DEVELOPMENT DESIGNLL
e /V '1 6DB I / CB-605 ( ) ( ) DI-624 1Nv our=]a9.]o
ll N CD Or' 1 C_0 73 INV our=7s4.3o INv OUT=eo2.to T/c 81z to STANDARDS AND DETAIL DRAWINGS
F:/ I DA=o.18 AC INV our em.eo c6 7oa
c3o - I 1 ,e/ a '� C=0 73 W CB 609 ce 618 T/c 793 16 CC
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1yh \ So ) I I �aI II / / , �D,•O INV IN ]69.80(CB-610) INV IN 80280(CB-619) _?? Z2Z.42 INV OUT]83]014� � " I 1 '��II I I N 1rvv our=769.7o INv our=eoz.7o CB 7094 �_ i i 'Q,y7.� ® 40 �, cB 6m ce 61s T/c eo610 ,ma> •- ' ` �- DI s. r/c na.9z r/c eo77s1rvv IN 79a 7o(c6-71o)
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SITE LEGEND CLIENT
SHAUN GASPARINI
-- PROPERTY LINE 2649 BREKONRIDGE CENTRE DRIVE
--- RIGHT-OF-WAY LINE MONROE,NC 28110
LOT LINE PHONE:[phone]
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STANDARDS AND DETAIL DRAWINGS
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SD-100 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
13
9 8
10
14
11
■ Outfall
12
7
1
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6
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5
2
1
20 18
4
19
3
21
Project File: SD-100.stm Number of lines:21 Date:6/13/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 100-101 36.94 36 Cir 263.419 748.00 752.60 1.746 756.96* 757.65* 0.21 757.86 End DropGrate
2 101-102 35.88 36 Cir 215.501 752.60 755.00 1.114 757.86* 758.39* 0.31 758.71 1 DropGrate
3 102-103 35.86 36 Cir 130.525 755.00 760.40 4.137 758.71 762.34 n/a 762.34j 2 DropGrate
4 103-105 34.42 36 Cir 137.844 760.40 765.50 3.700 762.34 767.40 n/a 767.40 j 3 Combination
5 105-112 17.97 30 Cir 116.540 765.50 766.50 0.858 767.40 767.93 n/a 767.93 j 4 Combination
6 112-113 17.29 30 Cir 89.299 766.60 770.90 4.815 767.93 772.31 0.37 772.31 5 Combination
7 113-114 15.95 24 Cir 250.809 771.00 784.20 5.263 772.31 785.64 1.01 785.64 6 Combination
8 114-115 16.03 24 Cir 67.311 784.30 785.00 1.040 785.64 786.44 n/a 786.44 7 Combination
9 115-117 10.83 24 Cir 237.090 785.10 794.50 3.965 786.44 795.68 n/a 795.68 j 8 Combination
10 117-118 10.22 24 Cir 86.224 794.60 799.00 5.103 795.68 800.14 0.69 800.14 9 Combination
11 118-120 8.90 18 Cir 84.415 799.10 803.20 4.857 800.14 804.35 0.87 804.35 10 Combination
12 120-121 2.89 18 Cir 24.500 803.30 803.60 1.224 804.35 804.25 0.25 804.25 11 Combination
13 118-119 1.30 15 Cir 122.750 799.10 800.33 1.002 800.14 800.78 n/a 800.78 j 10 DropGrate
14 115-116 3.76 18 Cir 24.468 785.10 785.40 1.226 786.44 786.14 0.29 786.14 8 Combination
15 105-109 10.58 24 Cir 24.500 765.50 767.00 6.122 767.40 768.16 n/a 768.16 j 4 Combination
16 109-110 5.93 18 Cir 119.550 767.10 768.20 0.920 768.16 769.14 n/a 769.14 j 15 DropGrate
17 110-111 1.76 18 Cir 161.631 768.30 784.00 9.713 769.14 784.50 n/a 784.50j 16 DropGrate
18 105-106 5.06 24 Cir 174.189 765.50 770.90 3.100 767.40 771.69 n/a 771.69 j 4 Combination
19 106-107 3.94 18 Cir 108.582 771.00 772.10 1.013 771.69 772.86 n/a 772.86 18 Combination
20 107-108 2.04 18 Cir 110.812 772.20 776.00 3.429 772.86 776.54 n/a 776.54 j 19 DropGrate
21 103-104 1.65 15 Cir 131.139 762.15 765.00 2.173 762.49 765.51 n/a 765.51 3 DropGrate
Project File: SD-100.stm Number of lines:21 Run Date: 6/13/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 263.419 0.72 11.52 0.47 0.34 6.50 5.0 12.0 5.7 36.94 95.48 5.23 36 1.75 748.00 752.60 756.96 757.65 751.42 760.13 100-101
2 1 215.501 0.21 10.80 0.45 0.09 6.16 5.0 11.3 5.8 35.88 76.25 5.08 36 1.11 752.60 755.00 757.86 758.39 760.13 761.20 101-102
3 2 130.525 0.25 10.59 0.47 0.12 6.07 5.0 10.9 5.9 35.86 147.0 6.23 36 4.14 755.00 760.40 758.71 762.34 761.20 765.61 102-103
4 3 137.844 0.57 9.87 0.73 0.42 5.73 5.0 10.4 6.0 34.42 139.0 7.19 36 3.70 760.40 765.50 762.34 767.40 765.61 771.91 103-105
5 4 116.540 0.21 4.85 0.73 0.15 2.94 5.0 9.9 6.1 17.97 41.16 5.32 30 0.86 765.50 766.50 767.40 767.93 771.91 774.00 105-112
6 5 89.299 0.40 4.64 0.73 0.29 2.78 5.0 9.5 6.2 17.29 97.50 6.29 30 4.82 766.60 770.90 767.93 772.31 774.00 778.28 112-113
7 6 250.809 0.02 4.24 0.43 0.01 2.49 5.0 8.7 6.4 15.95 56.21 6.97 24 5.26 771.00 784.20 772.31 785.64 778.28 790.99 113-114
8 7 67.311 0.51 4.22 0.73 0.37 2.48 5.0 8.4 6.5 16.03 24.99 6.89 24 1.04 784.30 785.00 785.64 786.44 790.99 789.98 114-115
9 8 237.090 0.16 2.99 0.73 0.12 1.61 5.0 7.4 6.7 10.83 48.79 5.23 24 3.96 785.10 794.50 786.44 795.68 789.98 799.94 115-117
10 9 86.224 0.15 2.83 0.73 0.11 1.49 5.0 6.9 6.9 10.22 55.35 5.71 24 5.10 794.60 799.00 795.68 800.14 799.94 803.90 117-118
11 10 84.415 1.78 2.31 0.46 0.82 1.21 5.0 5.2 7.4 8.90 25.07 6.45 18 4.86 799.10 803.20 800.14 804.35 803.90 808.44 118-120
12 11 24.500 0.53 0.53 0.73 0.39 0.39 5.0 5.0 7.5 2.89 12.59 3.08 18 1.22 803.30 803.60 804.35 804.25 808.44 808.44 120-121
13 10 122.750 0.37 0.37 0.47 0.17 0.17 5.0 5.0 7.5 1.30 7.00 2.23 15 1.00 799.10 800.33 800.14 800.78 803.90 804.98 118-119
14 8 24.468 0.72 0.72 0.70 0.50 0.50 5.0 5.0 7.5 3.76 11.63 3.29 18 1.23 785.10 785.40 786.44 786.14 789.98 789.99 115-116
15 4 24.500 1.05 3.08 0.70 0.74 1.63 5.0 8.3 6.5 10.58 60.63 4.50 24 6.12 765.50 767.00 767.40 768.16 771.91 771.91 105-109
16 15 119.550 1.53 2.03 0.43 0.66 0.89 5.0 7.7 6.6 5.93 10.91 4.76 18 0.92 767.10 768.20 768.16 769.14 771.91 774.59 109-110
17 16 161.631 0.50 0.50 0.47 0.24 0.24 5.0 5.0 7.5 1.76 32.73 2.57 18 9.71 768.30 784.00 769.14 784.50 774.59 809.12 110-111
18 4 174.189 0.25 1.37 0.74 0.19 0.75 5.0 7.4 6.7 5.06 43.14 3.00 24 3.10 765.50 770.90 767.40 771.69 771.91 776.69 105-106
19 18 108.582 0.40 1.12 0.73 0.29 0.57 5.0 6.6 7.0 3.94 11.45 4.67 18 1.01 771.00 772.10 771.69 772.86 776.69 777.08 106-107
20 19 110.812 0.72 0.72 0.38 0.27 0.27 5.0 5.0 7.5 2.04 21.07 3.16 18 3.43 772.20 776.00 772.86 776.54 777.08 787.43 107-108
21 3 131.139 0.47 0.47 0.47 0.22 0.22 5.0 5.0 7.5 1.65 10.31 4.83 15 2.17 762.15 765.00 762.49 765.51 765.61 768.36 103-104
•
Project File: SD-100.stm Number of lines:21 Run Date: 6/13/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 36 36.94 748.00 756.96 3.00 7.07 5.23 0.42 757.38 0.262 263.419752.60 757.65 3.00 7.07 5.23 0.42 758.07 0.261 0.262 0.689 0.50 0.21
2 36 35.88 752.60 757.86 3.00 7.07 5.08 0.40 758.26 0.247 215.501755.00 758.39 3.00 7.07 5.08 0.40 758.79 0.247 0.247 0.531 0.78 0.31
3 36 35.86 755.00 758.71 3.00 4.85 5.07 0.40 759.11 0.246 130.525760.40 762.34 j 1.94** 4.85 7.39 0.85 763.19 0.434 0.340 n/a 1.50 1.27
4 36 34.42 760.40 762.34 1.94 4.73 7.10 0.82 763.17 0.000 137.844765.50 767.40 j 1.90** 4.73 7.27 0.82 768.23 0.000 0.000 n/a 1.50 n/a
5 30 17.97 765.50 767.40 1.90 2.91 4.48 0.59 768.00 0.000 116.540766.50 767.93 j 1.43** 2.91 6.17 0.59 768.53 0.000 0.000 n/a 0.78 n/a
6 30 17.29 766.60 767.93 1.33 2.67 6.49 0.58 768.51 0.000 89.299 770.90 772.31 1.41** 2.84 6.08 0.58 772.88 0.000 0.000 n/a 0.65 0.37
7 24 15.95 771.00 772.31 1.31 2.17 7.34 0.68 772.98 0.000 250.809784.20 785.64 1.44** 2.42 6.59 0.68 786.31 0.000 0.000 n/a 1.50 1.01
8 24 16.03 784.30 785.64 1.34 2.24 7.17 0.68 786.32 0.000 67.311 785.00 786.44 1.44** 2.43 6.61 0.68 787.12 0.000 0.000 n/a 1.50 n/a
9 24 10.83 785.10 786.44 1.34 1.93 4.83 0.49 786.93 0.000 237.090794.50 795.68 j 1.18** 1.93 5.62 0.49 796.17 0.000 0.000 n/a 0.56 0.28
10 24 10.22 794.60 795.68 1.08 1.73 5.91 0.47 796.15 0.000 86.224 799.00 800.14 1.14** 1.86 5.50 0.47 800.61 0.000 0.000 n/a 1.46 0.69
11 18 8.90 799.10 800.14 1.04 1.31 6.79 0.58 800.72 0.000 84.415 803.20 804.35 1.15** 1.46 6.11 0.58 804.93 0.000 0.000 n/a 1.50 0.87
12 18 2.89 803.30 804.35 1.05 0.73 2.18 0.25 804.60 0.000 24.500 803.60 804.25 0.65** 0.73 3.98 0.25 804.49 0.000 0.000 n/a 1.00 0.25
13 15 1.30 799.10 800.14 1.04 0.40 1.19 0.17 800.31 0.000 122.750800.33 800.78 j 0.45** 0.40 3.27 0.17 800.95 0.000 0.000 n/a 1.00 0.17
14 18 3.76 785.10 786.44 1.34 0.87 2.26 0.29 786.73 0.000 24.468 785.40 786.14 0.74** 0.87 4.33 0.29 786.43 0.000 0.000 n/a 1.00 0.29
15 24 10.58 765.50 767.40 1.90 1.90 3.43 0.48 767.89 0.000 24.500 767.00 768.16 j 1.16** 1.90 5.58 0.48 768.65 0.000 0.000 n/a 0.50 0.24
16 18 5.93 767.10 768.16 1.06 1.17 4.42 0.40 768.57 0.000 119.550768.20 769.14 j 0.94** 1.16 5.09 0.40 769.54 0.000 0.000 n/a 0.66 n/a
17 18 1.76 768.30 769.14 0.84 0.51 1.72 0.18 769.32 0.000 161.631784.00 784.50 j 0.50** 0.51 3.42 0.18 784.68 0.000 0.000 n/a 1.00 0.18
18 24 5.06 765.50 767.40 1.90 1.16 1.64 0.30 767.70 0.000 174.189770.90 771.69 j 0.79** 1.16 4.37 0.30 771.99 0.000 0.000 n/a 0.87 0.26
19 18 3.94 771.00 771.69 0.69 0.80 4.94 0.30 771.99 0.000 108.582772.10 772.86 0.76** 0.90 4.39 0.30 773.16 0.000 0.000 n/a 0.91 n/a
20 18 2.04 772.20 772.86 0.66 0.57 2.74 0.20 773.06 0.000 110.812776.00 776.54 j 0.54** 0.57 3.58 0.20 776.74 0.000 0.000 n/a 1.00 0.20
21 15 1.65 762.15 762.49 0.34* 0.27 6.15 0.19 762.68 0.000 131.139765.00 765.51 0.51** 0.47 3.51 0.19 765.70 0.000 0.000 n/a 1.00 n/a
Project File: SD-100.stm Number of lines:21 Run Date: 6/13/2024
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-100.stm
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777.00 777.00
768.00 768.00
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750.00 _ ° —750.00
L03
— 130.5250-30 (!fl 4.14%
741.00 741.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-100.stm
in co
E E S
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747.00 I 747.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-100.stm
co o
N
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768.001' 768.00
759.00 759.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
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Storm Sewers

Storm Sewer Profile Proj. file: SD-100.stm
O N
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— 116.540Lt-30"(C1�0.567o
754.00 754.00
0 100 200 300 400 500 600 700 800 900 1000
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Storm Sewers

Storm Sewer Profile Proj. file: SD-100.stm
5
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783.00 783.00
0 10 20 30 40 50 60 70 80 90 100
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Storm Sewers

Storm Sewer Profile Proj. file: SD-100.stm
coC
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799.00 —799.00
796.00 796.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 DI-101 1.35 0.00 1.35 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 16.69 0.15 16.69 0.0 Off
2 DI-102 0.38 0.00 0.38 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 8.27 0.06 8.27 0.0 Off
3 DI-103 0.47 0.00 0.47 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.07 9.26 0.07 9.26 0.0 Off
4 CB-105 1.66 0.14 1.80 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.13 4.52 0.34 4.52 2.5 Off
5 CB-112 0.61 0.12 0.71 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.080 2.00 0.040 0.020 0.013 0.10 3.17 0.24 0.73 2.5 4
6 CB-113 1.17 0.00 1.05 0.12 Comb 4.0 3.00 0.00 3.00 2.00 0.080 2.00 0.040 0.020 0.013 0.12 4.08 0.26 1.31 2.5 5
7 CB-114 0.03 0.00 0.03 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.005 2.00 0.040 0.020 0.013 0.06 1.39 0.21 0.00 2.5 6
8 CB-115 1.49 0.04 1.53 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.11 3.53 0.32 3.53 2.5 Off
9 CB-117 0.47 0.30 0.73 0.04 Comb 4.0 3.00 0.00 3.00 2.00 0.059 2.00 0.040 0.020 0.013 0.11 3.56 0.25 0.97 2.5 8
10 CB-118 0.44 1.20 1.33 0.30 Comb 4.0 3.00 0.00 3.00 2.00 0.059 2.00 0.040 0.020 0.013 0.14 5.17 0.29 1.99 2.5 9
11 CB-120 3.28 0.00 2.08 1.20 Comb 4.0 3.00 0.00 3.00 2.00 0.034 2.00 0.040 0.020 0.013 0.20 7.87 0.35 5.08 2.5 10
12 CB-121 1.55 0.00 1.21 0.34 Comb 4.0 3.00 0.00 3.00 2.00 0.034 2.00 0.040 0.020 0.013 0.15 5.71 0.30 2.60 2.5 14
13 DI-119 0.70 0.00 0.70 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 11.42 0.09 11.42 0.0 Off
14 CB-116 2.02 0.34 2.36 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.17 6.43 0.38 6.43 2.5 Off
15 CB-109 2.94 0.00 2.94 0.00 Comb 3.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.21 8.28 0.41 8.28 2.5 Off
16 DI-110 2.63 0.00 2.63 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 24.89 0.23 24.89 0.0 Off
17 DI-111 0.94 0.00 0.94 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.12 13.52 0.12 13.52 0.0 Off
18 CB-106 0.74 0.00 0.63 0.11 Comb 4.0 3.00 0.00 3.00 2.00 0.012 2.00 0.040 0.020 0.013 0.14 5.22 0.28 1.86 2.5 4
19 CB-107 1.17 0.00 1.17 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.08 2.08 0.29 2.08 2.5 Off
20 DI-108 1.09 0.00 1.09 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.13 14.75 0.13 14.75 0.0 Off
21 DI-104 0.88 0.00 0.88 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 13.05 0.11 13.05 0.0 Off
Project File: SD-100.stm Number of lines:21 Run Date: 6/13/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period= 1 Yrs. ; ,Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2023 00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-100
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 36
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 36.94
Velocity(ft./s) 5.23
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine du riprap size and minimum apron length
(L,). The din size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape.and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,Le(ft.) 20
Apron width at pipe outlet(ft.) 9
Apron shape Trap
Apron width at outlet end(ft.) 23
Step 4. Deterune the tnaximuum stone diameter:
din„=ISxd�
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the mnimmum
length. L. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-200 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
11 - 9
•
•
12
• •
7
4 3 ■ 2
5
■ Outfall
6
•
Project File: SD-200.stm Number of lines: 12 Date:6/13/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 200-201 15.04 24 Cir 174.410 748.00 760.20 6.995 756.96 761.60 n/a 761.60j End DropGrate
2 201-202 14.01 24 Cir 122.739 760.30 764.90 3.748 761.60 766.25 0.90 766.25 1 Combination
3 202-203 5.71 24 Cir 24.508 765.00 765.30 1.224 766.25 766.14 n/a 766.14 j 2 Combination
4 203-204 3.01 24 Cir 119.723 765.40 766.60 1.002 766.14 767.21 n/a 767.21 j 3 DropGrate
5 204-205 2.49 18 Cir 104.931 766.70 774.00 6.957 767.21 774.60 0.11 774.60 4 DropGrate
6 205-206 1.90 18 Cir 108.713 774.10 781.00 6.347 774.60 781.52 n/a 781.52 5 DropGrate
7 202-207 5.96 24 Cir 54.690 765.00 765.60 1.097 766.25 766.46 n/a 766.46 j 2 Combination
8 207-209 4.03 24 Cir 217.221 765.70 777.00 5.202 766.46 777.70 n/a 777.70 j 7 Combination
9 209-210 0.73 15 Cir 119.350 777.10 780.00 2.430 777.70 780.33 n/a 780.33 j 8 DropGrate
10 209-211 2.37 18 Cir 24.694 777.10 777.40 1.215 777.70 777.98 n/a 777.98 j 8 Combination
11 211-212 1.08 15 Cir 119.297 777.50 778.70 1.006 777.98 779.11 n/a 779.11 j 10 DropGrate
12 207-208 1.42 15 Cir 24.500 765.70 766.00 1.224 766.46 766.47 n/a 766.47 j 7 Combination
Project File: SD-200.stm Number of lines: 12 Run Date: 6/13/2024
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 174.410 0.45 4.18 0.47 0.21 2.62 5.0 11.7 5.7 15.04 64.80 5.60 24 7.00 748.00 760.20 756.96 761.60 750.33 764.80 200-201
2 1 122.739 0.64 3.73 0.73 0.47 2.41 5.0 11.3 5.8 14.01 47.44 6.36 24 3.75 760.30 764.90 761.60 766.25 764.80 772.09 201-202
3 2 24.508 0.65 1.60 0.73 0.47 0.93 5.0 9.8 6.1 5.71 27.11 3.65 24 1.22 765.00 765.30 766.25 766.14 772.09 772.11 202-203
4 3 119.723 0.19 0.95 0.51 0.10 0.46 5.0 7.9 6.6 3.01 24.53 3.29 24 1.00 765.40 766.60 766.14 767.21 772.11 772.75 203-204
5 4 104.931 0.22 0.76 0.48 0.11 0.36 5.0 6.7 6.9 2.49 30.01 4.28 18 6.96 766.70 774.00 767.21 774.60 772.75 778.69 204-205
6 5 108.713 0.54 0.54 0.47 0.25 0.25 5.0 5.0 7.5 1.90 28.66 3.60 18 6.35 774.10 781.00 774.60 781.52 778.69 792.29 205-206
7 2 54.690 0.27 1.49 0.73 0.20 1.01 5.0 10.9 5.9 5.96 25.66 3.74 24 1.10 765.00 765.60 766.25 766.46 772.09 771.36 202-207
8 7 217.221 0.24 0.96 0.73 0.18 0.62 5.0 8.4 6.5 4.03 55.89 3.87 24 5.20 765.70 777.00 766.46 777.70 771.36 782.27 207-209
9 8 119.350 0.15 0.15 0.65 0.10 0.10 5.0 5.0 7.5 0.73 10.90 2.01 15 2.43 777.10 780.00 777.70 780.33 782.27 785.34 209-210
10 8 24.694 0.28 0.57 0.73 0.20 0.35 5.0 7.3 6.8 2.37 12.54 3.65 18 1.22 777.10 777.40 777.70 777.98 782.27 782.02 209-211
11 10 119.297 0.29 0.29 0.50 0.15 0.15 5.0 5.0 7.5 1.08 7.02 2.79 15 1.01 777.50 778.70 777.98 779.11 782.02 782.27 211-212
12 7 24.500 0.26 0.26 0.73 0.19 0.19 5.0 5.0 7.5 1.42 7.74 2.58 15 1.22 765.70 766.00 766.46 766.47 771.36 771.36 207-208
Project File: SD-200.stm Number of lines: 12 Run Date: 6/13/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 15.04 748.00 756.96 2.00 2.34 4.79 0.36 757.32 0.377 174.410760.20 761.60 j 1.40** 2.34 6.42 0.64 762.24 0.541 0.459 n/a 1.12 0.72
2 24 14.01 760.30 761.60 1.30 2.16 6.50 0.60 762.20 0.000 122.739764.90 766.25 1.35** 2.25 6.23 0.60 766.85 0.000 0.000 n/a 1.50 0.90
3 24 5.71 765.00 766.25 1.25 1.26 2.77 0.32 766.57 0.000 24.508 765.30 766.14 j 0.84** 1.26 4.54 0.32 766.46 0.000 0.000 n/a 0.50 n/a
4 24 3.01 765.40 766.14 0.74 0.80 2.83 0.22 766.36 0.000 119.723766.60 767.21 j 0.61** 0.80 3.75 0.22 767.42 0.000 0.000 n/a 1.50 0.33
5 18 2.49 766.70 767.21 0.51 0.52 4.76 0.22 767.43 0.000 104.931774.00 774.60 0.60** 0.66 3.80 0.22 774.82 0.000 0.000 n/a 0.50 0.11
6 18 1.90 774.10 774.60 0.50 0.51 3.71 0.19 774.79 0.000 108.713781.00 781.52 0.52** 0.54 3.50 0.19 781.71 0.000 0.000 n/a 1.00 n/a
7 24 5.96 765.00 766.25 1.25 1.30 2.89 0.33 766.58 0.000 54.690 765.60 766.46 j 0.86** 1.30 4.60 0.33 766.79 0.000 0.000 n/a 1.50 n/a
8 24 4.03 765.70 766.46 0.76 0.99 3.67 0.26 766.72 0.000 217.221777.00 777.70 j 0.70** 0.99 4.08 0.26 777.96 0.000 0.000 n/a 2.25 0.58
9 15 0.73 777.10 777.70 0.60 0.26 1.24 0.12 777.82 0.000 119.350780.00 780.33 j 0.33** 0.26 2.77 0.12 780.45 0.000 0.000 n/a 1.00 n/a
10 18 2.37 777.10 777.70 0.60 0.63 3.55 0.22 777.92 0.000 24.694 777.40 777.98 j 0.58** 0.63 3.74 0.22 778.20 0.000 0.000 n/a 0.50 0.11
11 15 1.08 777.50 777.98 0.48 0.35 2.49 0.15 778.13 0.000 119.297778.70 779.11 j 0.41** 0.35 3.10 0.15 779.26 0.000 0.000 n/a 1.00 0.15
12 15 1.42 765.70 766.46 0.76 0.42 1.81 0.18 766.64 0.000 24.500 766.00 766.47 j 0.47** 0.42 3.36 0.18 766.65 0.000 0.000 n/a 1.00 0.18
Project File: SD-200.stm Number of lines: 12 Run Date: 6/13/2024
Notes: ;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-200.stm
cv N cam) Lc) c0
.. V .
.. 7 C C 7 m C 7 C 7
O M c J O.C J O C J O C E O E J Q c J 0
0 i �NM 00 )CD �0 r �C n�0 �00 NC^ 0
O . ��COD ��� (0 r�COD M COO COO M �N-n O �O
Elev. (ft) o w r� 4 -r--� ��� N ''�� P r '�� ,� r`r
o -6 III1WW N WWW c, WWW . WWW 1 WWW o WW
co c > asE > > asE >> cq E > ; asE » �a E > ; co E >
coo c 0 0 CC ci) . cc U) Qcc O iicc CI) E =c u) EL-E
821.00 - I —821.00
804.00 804.00
787.00 787.00
•
770.00 — - - , —770.00
— 108 7131 f-18"@ 6.35%
- 7,Oe° 104.331 Lf-10"@ G r9G%
753.00 10L{-2A9� I-- 119.7230-24-@ 1.0u% 753.00
VZ — 24.5 8 44"@ 1.22%
— 122.739Lf-24"@ 3.75%
• •
736.00 736.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-200.stm
0
N-
O E OE -J OE —1 O= _1 0
OCD0 ' M�� ,—_ .o— L.f) O�� N N�
o nmm co nm� °� °N°nN f° inn rn r-ano
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o) E > > co E » co E > > co E» co E
co i2 c c N E c c u) E c c co E c c u) iFe c
799.00 799.00
791.00 791.00
783.00 783.00
— -- 71 —
775.00 %- TI
18"(2U 122%
— 54 6Q0Lf-24"©1 10°i
759.00 759.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-200.stm
N
7 7
OE 5 0
J
M coN- MO
lig
Elev. (ft) o n N N• N.-co
0Www c III
m E > > m E
cnCcc cnEc
778.00 778.00
775.00 - • 775.00
772.00 / 772.00
•
769.00 769.00
766.00 •
766.00
_ 24.500Lf-15"@ 1-22%
763.00 763.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-200.stm
of o
J
N 00 0 ' CIO
0co" M �O
o III ww ww
mE > > E
co.r2 c c co Ec
794.00 794.00
790.00 790.00
786.00 — —786.00
i�
782.00 782.00
— —
_____ ___—
119.350�f 5 3%
778.00 — 778.00
774.00 774.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 DI-201 0.85 0.00 0.85 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 12.74 0.11 12.74 0.0 Off
2 CB-202 1.87 0.00 1.50 0.37 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.040 0.020 0.013 0.15 5.28 0.29 2.14 2.5 7
3 CB-203 1.90 0.00 1.51 0.38 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.040 0.020 0.013 0.15 5.32 0.29 2.20 2.5 12
4 DI-204 0.39 0.00 0.39 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 8.38 0.06 8.38 0.0 Off
5 DI-205 0.42 0.00 0.42 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.07 8.76 0.07 8.76 0.0 Off
6 DI-206 1.02 0.00 1.02 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.12 14.13 0.12 14.13 0.0 Off
7 CB-207 0.79 0.39 1.18 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.08 2.13 0.29 2.13 2.5 Off
8 CB-209 0.70 0.00 0.68 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.080 2.00 0.040 0.020 0.013 0.10 3.10 0.24 0.68 2.5 7
9 DI-210 0.39 0.00 0.39 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 8.41 0.06 8.41 0.0 Off
10 CB-211 0.82 0.00 0.78 0.04 Comb 4.0 3.00 0.00 3.00 2.00 0.080 2.00 0.040 0.020 0.013 0.11 3.38 0.24 0.86 2.5 12
11 DI-212 0.58 0.00 0.58 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 10.35 0.08 10.35 0.0 Off
12 CB-208 0.76 0.42 1.18 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.08 2.13 0.29 2.13 2.5 Off
Project File: SD-200.stm Number of lines: 12 Run Date: 6/13/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period=1 Yrs. ; ,Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2023.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-200
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 24
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 15.04
Velocity(ft./s) 4.79
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine de riprap size and minimum apron length
(L.). The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 13
Apron width at pipe outlet(ft.) 6
Apron shape Trap
Apron width at outlet end(ft.) 15
Step 4. Deternu a the maximum stone diameter:
din„=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d, ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the mummmnm
length. Lt,from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-300 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
17
16
15
18
33
14
19 24
13 334
12 28 31
23 30
11
27 10 29
9
8
26 25
7
6
38 1
37 5
4 3 1
36
39
35
Project File: SD-300.stm Number of lines:41 Date:6/13/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 300-301 33.19 30 Cir 124.281 708.00 719.10 8.931 717.80 721.06 n/a 721.06 j End DropGrate
2 301-302 33.15 30 Cir 109.073 719.20 727.20 7.335 721.06 729.16 1.83 729.16 1 Combination
3 302-305 27.84 30 Cir 90.164 727.30 732.40 5.656 729.16 734.20 n/a 734.20 j 2 Combination
4 305-306 27.81 30 Cir 16.768 732.50 733.60 6.560 734.20 735.40 1.26 735.40 3 Combination
5 306-310 25.05 30 Cir 223.468 733.70 749.00 6.847 735.40 750.70 n/a 750.70 4 Combination
6 310-312 23.35 30 Cir 79.235 749.10 754.20 6.437 750.70 755.84 n/a 755.84 5 Combination
7 312-313 22.53 30 Cir 105.379 754.30 760.70 6.073 755.84 762.31 n/a 762.31 6 Combination
8 313-316 20.84 30 Cir 90.301 760.80 762.00 1.329 762.31 763.55 n/a 763.55 7 Combination
9 316-317 20.80 30 Cir 36.730 762.10 762.50 1.089 763.55 764.05 n/a 764.05 8 Combination
10 317-324 15.94 30 Cir 154.328 762.60 774.40 7.646 764.05 775.75 n/a 775.75 j 9 Combination
11 324-327 11.54 30 Cir 205.041 774.50 783.30 4.292 775.75 784.44 n/a 784.44 j 10 Combination
12 327-330 8.19 24 Cir 212.020 783.40 788.00 2.170 784.44 789.02 n/a 789.02 j 11 Combination
13 330-335 5.27 24 Cir 25.381 788.10 789.10 3.940 789.02 789.91 n/a 789.91 j 12 Combination
14 335-336 5.12 24 Cir 35.738 789.20 792.00 7.835 789.91 792.80 0.51 792.80 13 Combination
15 336-338 3.09 24 Cir 133.265 792.10 799.60 5.628 792.80 800.21 n/a 800.21 j 14 Combination
16 338-339 2.23 18 Cir 24.500 799.70 800.00 1.224 800.21 800.56 n/a 800.56 15 Combination
17 339-340 1.28 15 Cir 119.352 800.10 801.30 1.005 800.56 801.75 n/a 801.75 j 16 DropGrate
18 336-337 1.47 15 Cir 24.500 792.10 793.20 4.490 792.80 793.68 n/a 793.68 j 14 Combination
19 330-331 3.29 18 Cir 120.461 788.10 789.40 1.079 789.02 790.09 n/a 790.09 j 12 Combination
20 331-332 2.57 18 Cir 24.500 789.50 789.80 1.224 790.09 790.41 0.34 790.41 19 Combination
21 332-333 1.74 18 Cir 52.753 789.90 790.70 1.516 790.41 791.20 n/a 791.20 j 20 Combination
22 333-334 1.25 15 Cir 39.321 790.80 793.00 5.595 791.20 793.44 n/a 793.44 21 DropGrate
23 327-328 3.27 18 Cir 25.525 783.40 783.70 1.175 784.44 784.39 n/a 784.39 j 11 Combination
24 328-329 1.51 15 Cir 113.313 783.80 785.00 1.059 784.39 785.49 n/a 785.49 j 23 DropGrate
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Summary Report Page 2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 313-314 1.48 18 Cir 115.207 760.80 766.50 4.948 762.31 766.96 n/a 766.96 j 7 DropGrate
26 314-315 0.93 18 Cir 202.674 766.60 777.00 5.131 766.96 777.36 n/a 777.36 25 DropGrate
27 324-325 4.37 18 Cir 24.500 774.50 774.80 1.224 775.75 775.60 0.16 775.60 10 Combination
28 325-326 2.64 15 Cir 113.595 774.90 776.10 1.056 775.60 776.75 n/a 776.75 j 27 DropGrate
29 317-318 5.32 18 Cir 24.500 762.60 762.90 1.225 764.05 763.79 n/a 763.79 9 Combination
30 318-319 4.03 18 Cir 37.566 763.00 763.40 1.065 763.79 764.17 n/a 764.17 j 29 Combination
31 319-320 4.01 18 Cir 36.554 763.50 763.90 1.094 764.17 764.67 n/a 764.67 30 Combination
32 320-322 2.50 15 Cir 48.762 764.00 766.10 4.307 764.67 766.73 n/a 766.73 j 31 Combination
33 322-323 1.50 15 Cir 21.290 766.20 766.50 1.409 766.73 766.98 n/a 766.98 j 32 Combination
34 320-321 0.90 15 Cir 24.500 764.00 764.30 1.224 764.67 764.67 n/a 764.67 j 31 Combination
35 306-307 1.95 18 Cir 121.687 733.70 734.90 0.986 735.40 735.47 0.23 735.70 4 DropGrate
36 307-308 1.35 18 Cir 186.867 735.00 744.90 5.298 735.70 745.33 n/a 745.33 j 35 DropGrate
37 308-309 0.86 15 Cir 133.045 745.00 750.00 3.758 745.33 750.36 0.13 750.36 36 DropGrate
38 310-311 1.67 15 Cir 24.500 749.10 749.40 1.225 750.70* 750.72* 0.03 750.75 5 Combination
39 302-303 3.36 24 Cir 62.168 727.30 728.00 1.126 729.16 728.64 n/a 728.64 2 Combination
40 303-304 1.08 15 Cir 114.220 728.10 729.30 1.051 728.64 729.71 n/a 729.71 j 39 DropGrate
41 302A-B 2.73 30 Cir 3.159 727.30 727.40 3.166 729.16 727.94 0.19 727.94 2 Combination
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 124.281 0.12 10.46 0.46 0.06 6.48 5.0 15.4 5.1 33.19 132.8 7.40 30 8.93 708.00 719.10 717.80 721.06 710.88 732.76 300-301
2 1 109.073 0.28 10.34 0.75 0.21 6.43 5.0 15.1 5.2 33.15 120.3 8.26 30 7.33 719.20 727.20 721.06 729.16 732.76 733.15 301-302
3 2 90.164 0.03 8.76 0.45 0.01 5.36 5.0 14.9 5.2 27.84 105.7 7.24 30 5.66 727.30 732.40 729.16 734.20 733.15 738.35 302-305
4 3 16.768 0.39 8.73 0.73 0.28 5.34 5.0 14.8 5.2 27.81 113.8 7.60 30 6.56 732.50 733.60 734.20 735.40 738.35 739.52 305-306
5 4 223.468 0.18 7.62 0.73 0.13 4.72 5.0 14.2 5.3 25.05 116.3 7.05 30 6.85 733.70 749.00 735.40 750.70 739.52 754.91 306-310
6 5 79.235 0.27 7.06 0.73 0.20 4.36 5.0 13.9 5.4 23.35 112.7 6.92 30 6.44 749.10 754.20 750.70 755.84 754.91 760.13 310-312
7 6 105.379 0.13 6.79 0.75 0.10 4.16 5.0 13.6 5.4 22.53 109.5 6.90 30 6.07 754.30 760.70 755.84 762.31 760.13 766.56 312-313
8 7 90.301 0.03 6.13 0.75 0.02 3.81 5.0 13.2 5.5 20.84 51.22 6.61 30 1.33 760.80 762.00 762.31 763.55 766.56 769.15 313-316
9 8 36.730 0.27 6.10 0.73 0.20 3.79 5.0 13.1 5.5 20.80 46.37 6.78 30 1.09 762.10 762.50 763.55 764.05 769.15 770.95 316-317
10 9 154.328 0.36 4.67 0.73 0.26 2.84 5.0 12.4 5.6 15.94 122.9 5.66 30 7.65 762.60 774.40 764.05 775.75 770.95 779.71 317-324
11 10 205.041 0.23 3.24 0.70 0.16 1.97 5.0 11.1 5.9 11.54 92.04 5.01 30 4.29 774.50 783.30 775.75 784.44 779.71 788.32 324-327
12 11 212.020 0.01 2.18 0.92 0.01 1.34 5.0 9.9 6.1 8.19 36.09 5.04 24 2.17 783.40 788.00 784.44 789.02 788.32 794.44 327-330
13 12 25.381 0.04 1.31 0.85 0.03 0.85 5.0 9.7 6.2 5.27 48.64 4.08 24 3.94 788.10 789.10 789.02 789.91 794.44 794.57 330-335
14 13 35.738 0.23 1.27 0.73 0.17 0.82 5.0 9.3 6.2 5.12 68.58 4.76 24 7.83 789.20 792.00 789.91 792.80 794.57 798.56 335-336
15 14 133.265 0.18 0.77 0.73 0.13 0.46 5.0 7.2 6.8 3.09 58.13 3.48 24 5.63 792.10 799.60 792.80 800.21 798.56 804.92 336-338
16 15 24.500 0.21 0.59 0.73 0.15 0.32 5.0 6.9 6.9 2.23 12.59 3.92 18 1.22 799.70 800.00 800.21 800.56 804.92 804.92 338-339
17 16 119.352 0.38 0.38 0.45 0.17 0.17 5.0 5.0 7.5 1.28 7.01 3.17 15 1.01 800.10 801.30 800.56 801.75 804.92 805.17 339-340
18 14 24.500 0.27 0.27 0.73 0.20 0.20 5.0 5.0 7.5 1.47 14.82 2.74 15 4.49 792.10 793.20 792.80 793.68 798.56 798.56 336-337
19 12 120.461 0.12 0.86 0.90 0.11 0.48 5.0 6.8 6.9 3.29 11.82 3.52 18 1.08 788.10 789.40 789.02 790.09 794.44 794.73 330-331
20 19 24.500 0.16 0.74 0.80 0.13 0.37 5.0 6.5 7.0 2.57 12.59 3.91 18 1.22 789.50 789.80 790.09 790.41 794.73 794.73 331-332
21 20 52.753 0.18 0.58 0.40 0.07 0.24 5.0 5.6 7.3 1.74 14.01 3.36 18 1.52 789.90 790.70 790.41 791.20 794.73 795.76 332-333
22 21 39.321 0.40 0.40 0.42 0.17 0.17 5.0 5.0 7.5 1.25 16.55 3.50 15 5.59 790.80 793.00 791.20 793.44 795.76 799.33 333-334
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Storm Sewer Tabulation Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 11 25.525 0.38 0.83 0.70 0.27 0.47 5.0 6.5 7.0 3.27 12.33 3.32 18 1.18 783.40 783.70 784.44 784.39 788.32 788.56 327-328
24 23 113.313 0.45 0.45 0.45 0.20 0.20 5.0 5.0 7.5 1.51 7.20 3.04 15 1.06 783.80 785.00 784.39 785.49 788.56 788.81 328-329
25 7 115.207 0.27 0.53 0.48 0.13 0.25 5.0 11.4 5.8 1.48 25.30 2.05 18 4.95 760.80 766.50 762.31 766.96 766.56 775.11 313-314
26 25 202.674 0.26 0.26 0.48 0.12 0.12 5.0 5.0 7.5 0.93 25.77 2.89 18 5.13 766.60 777.00 766.96 777.36 775.11 781.75 314-315
27 10 24.500 0.35 1.07 0.73 0.26 0.61 5.0 5.9 7.2 4.37 12.59 3.67 18 1.22 774.50 774.80 775.75 775.60 779.71 779.70 324-325
28 27 113.595 0.72 0.72 0.49 0.35 0.35 5.0 5.0 7.5 2.64 7.19 3.90 15 1.06 774.90 776.10 775.60 776.75 779.70 779.95 325-326
29 9 24.500 0.26 1.16 0.73 0.19 0.75 5.0 6.2 7.1 5.32 12.59 3.97 18 1.22 762.60 762.90 764.05 763.79 770.95 770.95 317-318
30 29 37.566 0.01 0.90 0.85 0.01 0.56 5.0 6.0 7.2 4.03 11.74 4.35 18 1.06 763.00 763.40 763.79 764.17 770.95 769.23 318-319
31 30 36.554 0.13 0.89 0.73 0.09 0.55 5.0 5.7 7.2 4.01 11.90 4.85 18 1.09 763.50 763.90 764.17 764.67 769.23 769.14 319-320
32 31 48.762 0.19 0.60 0.73 0.14 0.34 5.0 5.3 7.4 2.50 14.52 3.89 15 4.31 764.00 766.10 764.67 766.73 769.14 770.73 320-322
33 32 21.290 0.41 0.41 0.49 0.20 0.20 5.0 5.0 7.5 1.50 8.30 3.21 15 1.41 766.20 766.50 766.73 766.98 770.73 771.20 322-323
34 31 24.500 0.16 0.16 0.75 0.12 0.12 5.0 5.0 7.5 0.90 7.74 2.14 15 1.22 764.00 764.30 764.67 764.67 769.14 769.14 320-321
35 4 121.687 0.28 0.72 0.48 0.13 0.34 5.0 11.9 5.7 1.95 11.30 2.13 18 0.99 733.70 734.90 735.40 735.47 739.52 736.61 306-307
36 35 186.867 0.19 0.44 0.48 0.09 0.21 5.0 8.2 6.5 1.35 26.18 2.41 18 5.30 735.00 744.90 735.70 745.33 736.61 748.43 307-308
37 36 133.045 0.25 0.25 0.46 0.12 0.12 5.0 5.0 7.5 0.86 13.56 3.08 15 3.76 745.00 750.00 745.33 750.36 748.43 752.00 308-309
38 5 24.500 0.38 0.38 0.59 0.22 0.22 5.0 5.0 7.5 1.67 7.74 1.36 15 1.22 749.10 749.40 750.70 750.72 754.91 754.90 310-311
39 2 62.168 0.48 0.80 0.73 0.35 0.49 5.0 7.2 6.8 3.36 26.00 2.49 24 1.13 727.30 728.00 729.16 728.64 733.15 734.49 302-303
40 39 114.220 0.32 0.32 0.45 0.14 0.14 5.0 5.0 7.5 1.08 7.17 2.60 15 1.05 728.10 729.30 728.64 729.71 734.49 732.36 303-304
41 2 3.159 0.50 0.50 0.73 0.37 0.37 5.0 5.0 7.5 2.73 72.98 2.10 30 3.17 727.30 727.40 729.16 727.94 733.15 733.25 302A-B
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 33.19 708.00 717.80 2.50 4.13 6.76 0.71 718.51 0.558 124.281719.10 721.06 j 1.96** 4.13 8.04 1.01 722.06 0.609 0.584 n/a 0.50 n/a
2 30 33.15 719.20 721.06 1.86 3.91 8.47 1.00 722.06 0.000 109.073727.20 729.16 1.96** 4.12 8.04 1.00 730.16 0.000 0.000 n/a 1.82 1.83
3 30 27.84 727.30 729.16 1.86 3.78 7.12 0.84 730.00 0.000 90.164 732.40 734.20 j 1.80** 3.78 7.37 0.84 735.04 0.000 0.000 n/a 1.09 n/a
4 30 27.81 732.50 734.20 1.70 3.55 7.84 0.84 735.04 0.000 16.768 733.60 735.40 1.80** 3.78 7.36 0.84 736.24 0.000 0.000 n/a 1.50 1.26
5 30 25.05 733.70 735.40 1.70 3.55 7.06 0.77 736.17 0.000 223.468749.00 750.70 1.70** 3.56 7.03 0.77 751.47 0.000 0.000 n/a 1.50 n/a
6 30 23.35 749.10 750.70 1.60 3.33 7.02 0.72 751.43 0.000 79.235 754.20 755.84 1.64** 3.42 6.82 0.72 756.57 0.000 0.000 n/a 0.64 n/a
7 30 22.53 754.30 755.84 1.54 3.18 7.08 0.70 756.55 0.000 105.379760.70 762.31 1.61** 3.35 6.73 0.70 763.02 0.000 0.000 n/a 1.50 n/a
8 30 20.84 760.80 762.31 1.51 3.11 6.70 0.66 762.97 0.000 90.301 762.00 763.55 1.55** 3.20 6.52 0.66 764.21 0.000 0.000 n/a 1.15 n/a
9 30 20.80 762.10 763.55 1.45 2.95 7.05 0.66 764.21 0.000 36.730 762.50 764.05 1.55** 3.19 6.52 0.66 764.71 0.000 0.000 n/a 1.11 n/a
10 30 15.94 762.60 764.05 1.45 2.70 5.41 0.54 764.59 0.000 154.328774.40 775.75 j 1.35** 2.70 5.91 0.54 776.29 0.000 0.000 n/a 1.50 n/a
11 30 11.54 774.50 775.75 1.25 2.17 4.72 0.44 776.19 0.000 205.041783.30 784.44 j 1.14** 2.17 5.31 0.44 784.88 0.000 0.000 n/a 1.47 n/a
12 24 8.19 783.40 784.44 1.04 1.61 4.98 0.40 784.84 0.000 212.020788.00 789.02 j 1.02** 1.61 5.09 0.40 789.42 0.000 0.000 n/a 2.07 n/a
13 24 5.27 788.10 789.02 0.92 1.19 3.74 0.30 789.32 0.000 25.381 789.10 789.91 j 0.81** 1.19 4.42 0.30 790.21 0.000 0.000 n/a 0.84 0.26
14 24 5.12 789.20 789.91 0.71 1.00 5.14 0.30 790.21 0.000 35.738 792.00 792.80 0.80** 1.17 4.38 0.30 793.10 0.000 0.000 n/a 1.69 0.51
15 24 3.09 792.10 792.80 0.70 0.82 3.17 0.22 793.02 0.000 133.265799.60 800.21 j 0.61** 0.82 3.78 0.22 800.44 0.000 0.000 n/a 1.49 0.33
16 18 2.23 799.70 800.21 0.51 0.53 4.17 0.21 800.42 0.000 24.500 800.00 800.56 0.56** 0.61 3.67 0.21 800.77 0.000 0.000 n/a 0.50 n/a
17 15 1.28 800.10 800.56 0.46 0.39 3.09 0.16 800.73 0.000 119.352801.30 801.75 j 0.45** 0.39 3.25 0.16 801.91 0.000 0.000 n/a 1.00 n/a
18 15 1.47 792.10 792.80 0.70 0.43 2.09 0.18 792.98 0.000 24.500 793.20 793.68 j 0.48** 0.43 3.39 0.18 793.86 0.000 0.000 n/a 1.00 0.18
19 18 3.29 788.10 789.02 0.92 0.79 2.90 0.27 789.29 0.000 120.461789.40 790.09 j 0.69** 0.79 4.14 0.27 790.36 0.000 0.000 n/a 1.50 n/a
20 18 2.57 789.50 790.09 0.59 0.65 3.98 0.23 790.32 0.000 24.500 789.80 790.41 0.61** 0.67 3.83 0.23 790.64 0.000 0.000 n/a 1.50 0.34
21 18 1.74 789.90 790.41 0.51 0.51 3.31 0.18 790.59 0.000 52.753 790.70 791.20 j 0.50** 0.51 3.42 0.18 791.38 0.000 0.000 n/a 1.50 n/a
22 15 1.25 790.80 791.20 0.40 0.33 3.76 0.16 791.36 0.000 39.321 793.00 793.44 0.44** 0.39 3.24 0.16 793.60 0.000 0.000 n/a 1.00 n/a
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 18 3.27 783.40 784.44 1.04 0.79 2.51 0.27 784.70 0.000 25.525 783.70 784.39 j 0.69** 0.79 4.13 0.27 784.65 0.000 0.000 n/a 0.50 0.13
24 15 1.51 783.80 784.39 0.59 0.44 2.67 0.18 784.57 0.000 113.313785.00 785.49 j 0.49** 0.44 3.42 0.18 785.67 0.000 0.000 n/a 1.00 n/a
25 18 1.48 760.80 762.31 1.50 0.45 0.84 0.01 762.32 0.017 115.207766.50 766.96 j 0.46** 0.45 3.26 0.16 767.12 0.419 0.218 n/a 0.50 0.08
26 18 0.93 766.60 766.96 0.36 0.32 2.91 0.13 767.08 0.000 202.674777.00 777.36 0.36** 0.33 2.87 0.13 777.49 0.000 0.000 n/a 1.00 n/a
27 18 4.37 774.50 775.75 1.25 0.96 2.78 0.32 776.07 0.000 24.500 774.80 775.60 0.80** 0.96 4.55 0.32 775.92 0.000 0.000 n/a 0.50 0.16
28 15 2.64 774.90 775.60 0.70 0.65 3.72 0.26 775.86 0.000 113.595776.10 776.75 j 0.65** 0.65 4.08 0.26 777.01 0.000 0.000 n/a 1.00 n/a
29 18 5.32 762.60 764.05 1.45 1.09 3.05 0.37 764.42 0.000 24.500 762.90 763.79 0.89** 1.09 4.89 0.37 764.16 0.000 0.000 n/a 1.19 n/a
30 18 4.03 763.00 763.79 0.79 0.91 4.28 0.30 764.09 0.000 37.566 763.40 764.17 j 0.77** 0.91 4.43 0.30 764.47 0.000 0.000 n/a 1.16 0.35
31 18 4.01 763.50 764.17 0.67 0.76 5.28 0.30 764.47 0.000 36.554 763.90 764.67 0.77** 0.91 4.42 0.30 764.97 0.000 0.000 n/a 1.50 n/a
32 15 2.50 764.00 764.67 0.67 0.62 3.76 0.25 764.92 0.000 48.762 766.10 766.73 j 0.63** 0.62 4.01 0.25 766.98 0.000 0.000 n/a 1.49 0.37
33 15 1.50 766.20 766.73 0.53 0.44 3.01 0.18 766.91 0.000 21.290 766.50 766.98 j 0.48** 0.44 3.41 0.18 767.17 0.000 0.000 n/a 1.00 n/a
34 15 0.90 764.00 764.67 0.67 0.31 1.35 0.13 764.80 0.000 24.500 764.30 764.67 j 0.37** 0.31 2.94 0.13 764.81 0.000 0.000 n/a 1.00 0.13
35 18 1.95 733.70 735.40 1.50 1.77 1.10 0.02 735.42 0.029 121.687734.90 735.47 0.57 0.61 3.17 0.16 735.62 0.314 0.172 0.209 1.50 0.23
36 18 1.35 735.00 735.70 0.70 0.42 1.66 0.16 735.86 0.000 186.867744.90 745.33 j 0.43** 0.42 3.17 0.16 745.49 0.000 0.000 n/a 0.50 n/a
37 15 0.86 745.00 745.33 0.33 0.26 3.26 0.13 745.46 0.000 133.045750.00 750.36 0.36** 0.30 2.90 0.13 750.49 0.000 0.000 n/a 1.00 0.13
38 15 1.67 749.10 750.70 1.25 1.23 1.36 0.03 750.73 0.057 24.500 749.40 750.72 1.25 1.23 1.36 0.03 750.75 0.057 0.057 0.014 1.00 0.03
39 24 3.36 727.30 729.16 1.86 0.87 1.10 0.23 729.39 0.000 62.168 728.00 728.64 0.64** 0.87 3.87 0.23 728.87 0.000 0.000 n/a 1.22 n/a
40 15 1.08 728.10 728.64 0.54 0.35 2.12 0.15 728.79 0.000 114.220729.30 729.71 j 0.41** 0.35 3.09 0.15 729.86 0.000 0.000 n/a 1.00 0.15
41 30 2.73 727.30 729.16 1.86 0.78 0.70 0.19 729.35 0.000 3.159 727.40 727.94 0.54** 0.78 3.50 0.19 728.13 0.000 0.000 n/a 1.00 0.19
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
Notes: ;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-300.stm
N CO V
j C ' C 7 C ' C '
C
O pQ J O C J OE J OE --I 0
SO �OO cM
Oo (NI
7NM NO Nc+R. O N MW6 CO MNN MNN r` MN
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co E > :° E » :° E» asE > ; }a E
co 0co E E fn ri c c cn E c E co E c
755.00 755.00
744.00 • 744.00
733.00 ..----------------Allirlill
733.00
r
114.220Lf-15"@ 1.05%
722.00 / 109 0�3°-3n"@ 722.00
— b1.1 btSLt-24-L 1.137o
g°91'
p
711.00 126�(11\'f 711.00
700.00 I 700.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
co Tr co n °0 0
7 C 7 C 7 to 7 C 7 C 7 C 'S C 5
0 E --I0c ---I OE E 05 J 0 E J Oc J Oc J 0
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E c c cn E2 c c co ife c c cn E2 c c cn E c c cn E c c cn E c c cr, E c
800.00 800.00
783.00 — 783.00
•
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766.00 — —766.00
749.00 36.739 .0CM"@ 1.09%
/..--/-
90.30 I Lf-30"@ 1.33%
8 8ti°/o
223�ba 30" - 105.379Lf-30"@ G.07ib
732.00 J 10 — 79 235Lf-30"(yp 6.44% 732.00
— 10.708E f-30"@@ 0.30%
— 90.1840-30"L 5.6T%
715.00 715.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
O N N
0) O NN
N
7 C 7 C 7 C E 7 7 C S. c S
0 C J 0 c J 0 c J O c E O C E O C J O c —I 0
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as E > > m E >> ;o E» m E > ; co E > co E > > co E » co E >
WFY c c N 2cc u) ricc co occ cn 0_ cc W ii- cc co Ecc W EE
827.00 - 827.00
812.00 — • 812.00
7
797.00 1 -797.00
212.020E — 39.32 I tf- 1-5-g 5.59%
782.00 / ^ 2go�o — 52.753Lf-18"@ 1.52% 782.00
f-30 — 24.500Lf-1 E"@ 1.22%
QC" •
2 — 120.461 Lf-18"@ 1.08%
•
767.00 �s— 767.00
— 154.328Lt-30"(CD 7.65 fo
752.00 I I 752.00
0 100 200 300 400 500 600 700 800 900
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
to
M M M
7 E 5 C 7 C 5
O E J OE J OE J 0
(Ni S OO ' M00 ' 00
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772.00 772.00
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763.00 763.00
754.00 754.00
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745.00 — 745.00
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736.00 _ —736.00
121FR7If-18"f 0.99'0
727.00 727.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
co
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7 '5'
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762.00 762.00
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756.00 756.00
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_ 24.500Lf-10"@ 1.22%
747.00 747.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
in co
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781.00 781.00
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763.00 763.00
15.2°7 —
754.00 754.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
O N M
0, co M () c,-)N
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759.00 759.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
7r
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762.00 762.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
f� co
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---------------------------
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775.00 113 595LfOb%
775.00
— 24.CO0Lf-18"@ 1.22%
772.00 772.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
CO
N N
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----------------
784.00 a 1 113.3111 06% _
784.00
25.525Lf-18"@ 1.18%
781.00 781.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
M V in co ti
7 E 7 E ' E S E S. C 5
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- 9R1R11f-94"e4Q40/
782.00 782.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-300.stm
co o= o
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Elev. (ft) 0 IT. ti• N N.
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801.00 801.00
798.00 798.00
795.00 795.00
15"@4A9V
792.00 Ztt 500Lf 792.00
789.00 789.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 DI-301 0.22 0.00 0.22 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.04 6.38 0.04 6.38 0.0 Off
2 CB-302A 0.84 0.27 1.11 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.10 2.00 0.31 2.00 2.5 Off
3 CB-305 0.05 0.07 0.12 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.06 1.19 0.21 0.00 2.5 39
4 CB-306 1.14 0.00 1.07 0.07 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.14 3.76 0.26 0.96 2.5 3
5 CB-310 0.53 0.01 0.54 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.10 2.18 0.21 0.00 2.5 4
6 CB-312 0.79 0.00 0.78 0.01 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.12 2.95 0.23 0.50 2.5 5
7 CB-313 0.39 0.00 0.39 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.040 2.00 0.050 0.020 0.013 0.10 2.10 0.21 0.00 2.5 6
8 CB-316 0.09 0.00 0.09 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.040 2.00 0.050 0.020 0.013 0.06 1.18 0.21 0.00 2.5 7
9 CB-317 0.79 0.07 0.86 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.09 1.94 0.30 1.94 2.5 Off
10 CB-324 1.05 0.02 1.00 0.07 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.050 0.020 0.013 0.14 3.83 0.26 1.00 2.5 9
11 CB-327 0.64 0.00 0.62 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.033 2.00 0.050 0.020 0.013 0.13 3.32 0.24 0.70 2.5 10
12 CB-330 0.04 0.00 0.04 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.033 2.00 0.050 0.020 0.013 0.04 0.87 0.21 0.00 2.5 11
13 CB-335 0.14 0.00 0.14 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.017 2.00 0.050 0.020 0.013 0.08 1.62 0.21 0.00 2.5 23
14 CB-336 0.67 0.00 0.67 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.076 2.00 0.050 0.020 0.013 0.11 2.54 0.22 0.24 2.5 13
15 CB-338 0.53 0.00 0.53 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.076 2.00 0.050 0.020 0.013 0.10 2.06 0.21 0.00 2.5 14
16 CB-339 0.61 0.00 0.61 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.076 2.00 0.050 0.020 0.013 0.11 2.35 0.22 0.17 2.5 18
17 CB-340 0.68 0.00 0.68 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 11.32 0.09 11.32 0.0 Off
18 CB-337 0.79 0.00 0.79 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.08 1.86 0.29 1.86 2.5 Off
19 CB-331 0.43 0.00 0.43 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.00 1.34 0.21 1.34 2.5 Off
20 CB-332 0.51 0.00 0.51 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.02 1.47 0.23 1.47 2.5 Off
21 CB-333 0.29 0.00 0.29 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.497 2.00 0.050 0.020 0.013 0.06 1.13 0.21 0.00 2.5 20
22 DI-334 0.67 0.00 0.67 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 11.21 0.09 11.21 0.0 Off
23 CB-328 1.06 0.00 0.95 0.11 Comb 4.0 3.00 0.00 3.00 2.00 0.033 2.00 0.050 0.020 0.013 0.15 4.48 0.27 1.33 2.5 27
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period= 1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023 00

Inlet Report Page 2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 DI-329 0.81 0.00 0.81 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 12.43 0.10 12.43 0.0 Off
25 DI-314 0.52 0.00 0.52 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 9.75 0.08 9.75 0.0 Off
26 DI-315 0.50 0.00 0.50 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 9.55 0.08 9.55 0.0 Off
27 CB-325 1.02 0.11 1.05 0.08 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.050 0.020 0.013 0.14 3.97 0.26 1.07 2.5 29
28 DI-326 1.41 0.00 1.41 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 17.11 0.15 17.11 0.0 Off
29 CB-318 0.76 0.08 0.84 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.09 1.92 0.30 1.92 2.5 Off
30 CB-319 0.03 0.00 0.03 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.040 2.00 0.050 0.020 0.013 0.04 0.82 0.21 0.00 2.5 31
31 CB-320 0.38 0.00 0.38 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 -0.02 1.25 0.19 1.25 2.5 Off
32 CB-322 0.55 0.00 0.55 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.11 2.60 0.22 0.32 2.5 31
33 DI-323 0.80 0.00 0.80 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.08 1.88 0.29 1.88 2.5 Off
34 CB-321 0.48 0.00 0.48 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.01 1.42 0.22 1.42 2.5 Off
35 DI-307 0.54 0.00 0.54 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 9.94 0.08 9.94 0.0 Off
36 DI-308 0.36 0.00 0.36 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 8.13 0.06 8.13 0.0 Off
37 DI-309 0.46 0.00 0.46 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.07 9.15 0.07 9.15 0.0 Off
38 CB-311 0.90 0.00 0.87 0.03 Comb 4.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.12 3.23 0.24 0.66 2.5 41
39 CB-303 1.40 0.00 1.13 0.27 Comb 4.0 3.00 0.00 3.00 2.00 0.021 2.00 0.050 0.020 0.013 0.18 5.78 0.31 2.02 2.5 2
40 DI-304 0.58 0.00 0.58 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 10.31 0.08 10.31 0.0 Off
41 CB-302B 1.46 0.03 1.49 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.12 2.85 0.33 2.85 2.5 Off
Project File: SD-300.stm Number of lines:41 Run Date: 6/13/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period= 1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023 00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-300
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 30
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 33.19
Velocity(ft./s) 6.76
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine du riprap size and minimum apron length
(L,). The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape.and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,Le(ft.) 16
Apron width at pipe outlet(ft.) 7.5
Apron shape Trap
Apron width at outlet end(ft.) 18.5
Step 4. Deterune the maximum stone diameter
=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the nrrumum
length. L. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-400 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
15
14
4
3
13
5
12 2
6
11
7
10
1
8
9
Outfall
Project File: SD-400.stm Number of lines. 15 Date:6/14/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 400-401 15.06 24 Cir 218.488 708.00 716.20 3.753 717.80* 718.77* 0.24 719.01 End Manhole
2 401-402 15.13 24 Cir 75.083 716.30 727.20 14.517 719.01 728.60 n/a 728.60 j 1 Combination
3 402-403 13.93 24 Cir 62.697 727.30 728.00 1.117 728.60 729.34 0.54 729.34 2 Manhole
4 403-406 10.04 24 Cir 53.795 728.10 731.40 6.134 729.34 732.53 n/a 732.53 j 3 Combination
5 406-407 9.26 24 Cir 121.554 731.50 737.80 5.183 732.53 738.89 0.66 738.89 4 Combination
6 407-410 5.24 24 Cir 106.368 737.90 744.30 6.017 738.89 745.11 n/a 745.11 j 5 Combination
7 410-411 4.70 24 Cir 102.837 744.40 750.70 6.126 745.11 751.46 0.41 751.46 6 Combination
8 411-414 1.03 15 Cir 162.438 750.80 759.80 5.541 751.46 760.20 n/a 760.20 j 7 Combination
9 414-415 0.45 15 Cir 24.500 759.90 760.20 1.224 760.20 760.46 n/a 760.46 j 8 Combination
10 411-412 2.87 18 Cir 26.167 750.80 751.10 1.146 751.46 751.74 n/a 751.74 j 7 Combination
11 412-413 1.68 15 Cir 113.220 751.20 752.40 1.060 751.74 752.91 n/a 752.91 j 10 DropGrate
12 407-408 4.06 18 Cir 24.500 737.90 738.20 1.224 738.89 738.97 n/a 738.97 j 5 Combination
13 408-409 2.23 15 Cir 113.385 738.30 739.50 1.058 738.97 740.10 n/a 740.10 j 12 DropGrate
14 403-404 4.55 18 Cir 51.258 728.10 728.70 1.171 729.34 729.52 n/a 729.52 j 3 Combination
15 404-405 2.78 18 Cir 113.065 728.80 730.00 1.061 729.52 730.63 n/a 730.63 j 14 DropGrate
Project File: SD-400.stm Number of lines: 15 Run Date: 6/14/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 218.488 0.01 4.24 0.79 0.01 2.68 5.0 12.4 5.6 15.06 43.82 4.79 24 3.75 708.00 716.20 717.80 718.77 710.33 722.00 400-401
2 1 75.083 0.29 4.23 0.79 0.23 2.68 5.0 12.2 5.7 15.13 86.18 5.63 24 14.52 716.30 727.20 719.01 728.60 722.00 735.79 401-402
3 2 62.697 0.07 3.94 0.79 0.06 2.45 5.0 12.0 5.7 13.93 23.90 6.32 24 1.12 727.30 728.00 728.60 729.34 735.79 735.28 402-403
4 3 53.795 0.23 2.74 0.73 0.17 1.75 5.0 11.7 5.7 10.04 56.02 5.18 24 6.13 728.10 731.40 729.34 732.53 735.28 736.87 403-406
5 4 121.554 0.20 2.51 0.73 0.15 1.58 5.0 11.1 5.9 9.26 51.49 5.49 24 5.18 731.50 737.80 732.53 738.89 736.87 743.64 406-407
6 5 106.368 0.16 1.33 0.73 0.12 0.87 5.0 10.2 6.0 5.24 55.48 3.91 24 6.02 737.90 744.30 738.89 745.11 743.64 749.71 407-410
7 6 102.837 0.27 1.17 0.73 0.20 0.75 5.0 9.2 6.3 4.70 55.98 4.51 24 6.13 744.40 750.70 745.11 751.46 749.71 755.55 410-411
8 7 162.438 0.11 0.19 0.77 0.08 0.14 5.0 6.1 7.1 1.03 15.20 2.31 15 5.54 750.80 759.80 751.46 760.20 755.55 764.76 411-414
9 8 24.500 0.08 0.08 0.75 0.06 0.06 5.0 5.0 7.5 0.45 7.15 2.21 15 1.22 759.90 760.20 760.20 760.46 764.76 764.76 414-415
10 7 26.167 0.25 0.71 0.73 0.18 0.41 5.0 6.4 7.0 2.87 11.24 3.89 18 1.15 750.80 751.10 751.46 751.74 755.55 756.07 411-412
11 10 113.220 0.46 0.46 0.49 0.23 0.23 5.0 5.0 7.5 1.68 6.65 3.42 15 1.06 751.20 752.40 751.74 752.91 756.07 756.32 412-413
12 5 24.500 0.37 0.98 0.73 0.27 0.57 5.0 6.0 7.1 4.06 11.62 3.87 18 1.22 737.90 738.20 738.89 738.97 743.64 743.64 407-408
13 12 113.385 0.61 0.61 0.49 0.30 0.30 5.0 5.0 7.5 2.23 6.64 3.60 15 1.06 738.30 739.50 738.97 740.10 743.64 743.89 408-409
14 3 51.258 0.37 1.13 0.73 0.27 0.64 5.0 6.2 7.1 4.55 11.36 3.76 18 1.17 728.10 728.70 729.34 729.52 735.28 733.69 403-404
15 14 113.065 0.76 0.76 0.49 0.37 0.37 5.0 5.0 7.5 2.78 10.82 3.63 18 1.06 728.80 730.00 729.52 730.63 733.69 734.93 404-405
Project File: SD-400.stm Number of lines: 15 Run Date: 6/14/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 15.06 708.00 717.80 2.00 3.14 4.79 0.36 718.16 0.443 218.488716.20 718.77 2.00 3.14 4.79 0.36 719.13 0.443 0.443 0.969 0.68 0.24
2 24 15.13 716.30 719.01 2.00 2.35 4.82 0.36 719.37 0.447 75.083 727.20 728.60 j 1.40** 2.35 6.44 0.64 729.24 0.637 0.542 n/a 1.00 n/a
3 24 13.93 727.30 728.60 1.30 2.16 6.44 0.60 729.20 0.000 62.697 728.00 729.34 1.34** 2.24 6.21 0.60 729.94 0.000 0.000 n/a 0.90 0.54
4 24 10.04 728.10 729.34 1.24 1.84 4.89 0.46 729.81 0.000 53.795 731.40 732.53 j 1.13** 1.84 5.47 0.46 733.00 0.000 0.000 n/a 0.50 n/a
5 24 9.26 731.50 732.53 1.03 1.64 5.66 0.44 732.97 0.000 121.554737.80 738.89 1.09** 1.74 5.31 0.44 739.32 0.000 0.000 n/a 1.50 0.66
6 24 5.24 737.90 738.89 0.99 1.19 3.40 0.30 739.19 0.000 106.368744.30 745.11 j 0.81** 1.19 4.42 0.30 745.41 0.000 0.000 n/a 0.50 n/a
7 24 4.70 744.40 745.11 0.71 0.99 4.74 0.28 745.39 0.000 102.837750.70 751.46 0.76** 1.10 4.28 0.28 751.75 0.000 0.000 n/a 1.45 0.41
8 15 1.03 750.80 751.46 0.66 0.34 1.56 0.15 751.61 0.000 162.438759.80 760.20 j 0.40** 0.34 3.05 0.15 760.34 0.000 0.000 n/a 1.50 0.22
9 15 0.45 759.90 760.20 0.30 0.18 2.00 0.09 760.29 0.000 24.500 760.20 760.46 j 0.26** 0.18 2.42 0.09 760.55 0.000 0.000 n/a 1.00 0.09
10 18 2.87 750.80 751.46 0.66 0.72 3.81 0.24 751.71 0.000 26.167 751.10 751.74 j 0.64** 0.72 3.96 0.24 751.99 0.000 0.000 n/a 0.62 0.15
11 15 1.68 751.20 751.74 0.54 0.48 3.30 0.19 751.94 0.000 113.220752.40 752.91 j 0.51** 0.48 3.54 0.19 753.11 0.000 0.000 n/a 1.00 0.19
12 18 4.06 737.90 738.89 0.99 0.91 3.29 0.31 739.19 0.000 24.500 738.20 738.97 j 0.77** 0.91 4.44 0.31 739.28 0.000 0.000 n/a 0.50 0.15
13 15 2.23 738.30 738.97 0.67 0.58 3.33 0.23 739.20 0.000 113.385739.50 740.10 j 0.60** 0.58 3.86 0.23 740.33 0.000 0.000 n/a 1.00 n/a
14 18 4.55 728.10 729.34 1.24 0.99 2.91 0.33 729.67 0.000 51.258 728.70 729.52 j 0.82** 0.99 4.62 0.33 729.85 0.000 0.000 n/a 1.13 0.37
15 18 2.78 728.80 729.52 0.72 0.71 3.33 0.24 729.76 0.000 113.065730.00 730.63 j 0.63** 0.71 3.93 0.24 730.87 0.000 0.000 n/a 1.00 0.24
Project File: SD-400.stm Number of lines: 15 Run Date: 6/14/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-400.stm
N _ N CO Tr to (o t`
co O
C ' C 7 C ' C 7 C E' C 5 C ' 7 .. 7
= CvMj C J 0C J 0C J 0E J 0C J 0c J Oc J 0 C E OC J 0
O O 0 c)• .NM N:NM ,....co NO� _co 07•U)• r CO Co O) HMV CD
N 0N-0 ' NCO CO ��
O h 00 NCOO O MNN N MNN 00 CO O MMM CD. cr- O V 000 N 0LL)�A NCO
Elev. (ft) oo w r- °° �r-r.. co N.r`� ;° N s r o nn� M �nti -�� r`�� Mo ��� N fir,
o -6 W N WWW N W W W M W W W WWW W W W m W W W WWW rn WWW rn W W
;a E > COE .• :o E » :o E » :o E» co E > > co E > > co E >> ;° E» co E >
tnC.5 E co E55 to Ecc E c c co EE5E o EE5 cn E E E 0 E c c u) Ecc 65 E.
803.00 803.00
781.00 - 781.00
r
759.00 759.00
- — 24.500Lf-15"@ 1.22%
737.00 / 7300
2. ri'@ ri.54°'0
— 1U2.t53/Lt-24"@b.1318%438Lf-l
— 106.368Lf-24"@ 6.02%
715.00 7 --1 — 121.554Lf-24"@ 5.18% 715.00
n .75/0 53.795Lf-24"@ 6.13%
�488 — R9 RA7I f-94"la 1 17%
— 75 083Lf-24"@ 14.52%
693.00 693.00
0 100 200 300 400 500 600 700 800 900 1000
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-400.stm
Lo
"5' E S
0E J O. J 0
Np� 00 COr-co co �0
o
O• C) 00 Co N. M CO 00 co. O
Elev. (ft) $r` r N ,� n
o III ww owww + ww
s E 5 5 co E » m E>
co E c c co E c c co RE
745.00 745.00
741.00 741.00
737.00 737.00
I
733.00 733.00
iuiH— RllIllIlIlli _______
729.00 ' IC�Lf 18" �•° 729.00
51.250Lf 18" (it °
725.00 725.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-400.stm
co
7 5 C 7
O.C C O C —IO
J
CO CD
CO 0) '9c () L) a0 U)
•
O M h f� O� M a)°O MC•
A
Elev. (ft) o�` r N r�`�` M N.
o1ww o www o .
m E > > co E > ; m E >
�� ��� co irk
750.00 750.00
747.00 747.00
744.00 / . 744.00
741.00 741.00
----- --
__-____L--_- -
113. 15" 1.06%
738.00 --MT 738.00
24.300L1-10"Q 1.22%
735.00 I 735.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-400.stm
E S
OE —.I0E —I 0
�in
�coo r— O�0 h M�
O 00 O�� M ON
Elev. (ft) o r ti N r` M c
oWww o www r Ww
m E > > as E » as E >
(/)� In Ecc co—
763.00 'rE E763.00
760.00 760.00
757.00 757.00
754.00 754.00
--------------
-1- - - %113.220Lf 15"C nF
751.00 - `Mr 751.00
— 26.167Lf-18"@ 1.15%
748.00 748.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 JB-401 0.03 0.00 0.00 0.03 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 CB-402 0.92 0.03 0.95 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.08 2.00 0.29 2.00 2.5 Off
3 JB-403 0.22 0.00 0.00 0.22 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
4 CB-406 0.67 0.02 0.66 0.03 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.11 3.36 0.24 0.85 2.5 2
5 CB-407 0.58 0.01 0.58 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.10 3.08 0.24 0.67 2.5 4
6 CB-410 0.47 0.05 0.51 0.01 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.10 2.84 0.23 0.51 2.5 5
7 CB-411 0.79 0.00 0.74 0.05 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.11 3.62 0.25 1.01 2.5 6
8 CB-414 0.34 0.00 0.34 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.08 2.15 0.21 0.00 2.5 7
9 CB-415 0.24 0.00 0.24 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.07 1.82 0.21 0.00 2.5 10
10 CB-412 0.73 0.00 0.69 0.04 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.11 3.47 0.24 0.91 2.5 12
11 DI-413 0.90 0.00 0.90 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 13.20 0.11 13.20 0.0 Off
12 CB-408 1.08 0.04 0.99 0.13 Comb 4.0 3.00 0.00 3.00 2.00 0.058 2.00 0.040 0.020 0.013 0.13 4.33 0.27 1.46 2.5 14
13 DI-409 1.20 0.00 1.20 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 15.53 0.14 15.53 0.0 Off
14 CB-404 1.08 0.13 1.21 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.09 2.26 0.29 2.26 2.5 Off
15 DI-405 1.49 0.00 1.49 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 17.66 0.16 17.66 0.0 Off
Project File: SD-400.stm Number of lines: 15 Run Date: 6/14/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period=1 Yrs. ; ,Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2023.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-400
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 24
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 15.06
Velocity(ft./s) 4.79
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine de riprap size and minimum apron length
(L.). The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 15
Apron width at pipe outlet(ft.) 6
Apron shape Trap
Apron width at outlet end(ft.) 17
Step 4. Deternu a the maximum stone diameter:
din„=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d, ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the mu unnun
length. Lt,from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-500 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
1
2
3
4
5
6
Project File: SD-500.stm Number of lines:7 Date:6/14/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
•
1 500-501 14.43 30 Cir 92.601 724.00 728.40 4.752 732.76* 732.87* 0.09 732.96 End DropGrate
2 501-502 12.14 30 Cir 133.481 728.50 729.90 1.049 732.96* 733.08* 0.14 733.22 1 Combination
3 502-503 7.40 18 Cir 150.984 730.00 741.00 7.286 733.22 742.05 n/a 742.05 j 2 Combination
4 503-504 5.97 18 Cir 188.902 741.10 755.90 7.835 742.05 756.84 n/a 756.84 j 3 Combination
5 504-505 3.33 15 Cir 119.627 756.00 758.00 1.672 756.84 758.74 n/a 758.74 j 4 DropGrate
6 504-506 1.58 15 Cir 24.500 756.00 756.30 1.224 756.84 756.80 n/a 756.80 j 4 Combination
7 502A-B 3.33 30 Cir 3.141 730.00 730.10 3.183 733.22* 733.22* 0.01 733.23 2 Combination
Project File: SD-500.stm Number of lines:7 Run Date: 6/14/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 92.601 0.93 3.74 0.45 0.42 2.21 5.0 8.2 6.5 14.43 89.40 2.94 30 4.75 724.00 728.40 732.76 732.87 725.79 739.28 500-501
2 1 133.481 0.42 2.81 0.67 0.28 1.79 5.0 7.3 6.8 12.14 42.00 2.47 30 1.05 728.50 729.90 732.96 733.08 739.28 734.93 501-502
3 2 150.984 0.33 1.78 0.73 0.24 1.07 5.0 6.7 6.9 7.40 28.34 4.89 18 7.29 730.00 741.00 733.22 742.05 734.93 745.92 502-503
4 3 188.902 0.23 1.45 0.73 0.17 0.83 5.0 5.7 7.2 5.97 29.39 5.07 18 7.83 741.10 755.90 742.05 756.84 745.92 760.86 503-504
5 4 119.627 0.93 0.93 0.48 0.45 0.45 5.0 5.0 7.5 3.33 8.35 4.11 15 1.67 756.00 758.00 756.84 758.74 760.86 765.00 504-505
6 4 24.500 0.29 0.29 0.73 0.21 0.21 5.0 5.0 7.5 1.58 7.15 2.63 15 1.22 756.00 756.30 756.84 756.80 760.86 760.86 504-506
7 2 3.141 0.61 0.61 0.73 0.45 0.45 5.0 5.0 7.5 3.33 73.17 0.68 30 3.18 730.00 730.10 733.22 733.22 734.93 735.02 502A-B
Project File: SD-500.stm Number of lines:7 Run Date: 6/14/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 14.43 724.00 732.76 2.50 4.91 2.94 0.13 732.89 0.124 92.601 728.40 732.87 2.50 4.91 2.94 0.13 733.01 0.124 0.124 0.115 0.67 0.09
2 30 12.14 728.50 732.96 2.50 4.91 2.47 0.10 733.06 0.088 133.481729.90 733.08 2.50 4.91 2.47 0.10 733.18 0.088 0.088 0.117 1.43 0.14
3 18 7.40 730.00 733.22 1.50 1.33 4.19 0.27 733.49 0.497 150.984741.00 742.05 j 1.05** 1.33 5.59 0.49 742.54 0.704 0.601 n/a 0.60 0.29
4 18 5.97 741.10 742.05 0.95 1.17 5.04 0.40 742.46 0.000 188.902755.90 756.84 j 0.94** 1.17 5.10 0.40 757.25 0.000 0.000 n/a 2.25 0.91
5 15 3.33 756.00 756.84 0.84 0.75 3.79 0.31 757.15 0.000 119.627758.00 758.74 j 0.74** 0.75 4.44 0.31 759.04 0.000 0.000 n/a 1.00 0.31
6 15 1.58 756.00 756.84 0.84 0.46 1.80 0.19 757.03 0.000 24.500 756.30 756.80 j 0.50** 0.46 3.47 0.19 756.99 0.000 0.000 n/a 1.00 n/a
7 30 3.33 730.00 733.22 2.50 4.91 0.68 0.01 733.22 0.007 3.141 730.10 733.22 2.50 4.91 0.68 0.01 733.23 0.007 0.007 0.000 1.00 0.01
Project File: SD-500.stm Number of lines: 7 Run Date: 6/14/2024
Notes: ;""Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-500.stm
co N CO nr Lo
U C 5 C 5 C 5 C 5 C 5
0 0.) C J Q C J O C J Q C J O C J 0
N. ' co ' co ' N ' w ' O
O N O• O N V Ln — O d)O co ON- O O a)O O O O
co N. et' Co frO)co of o M 0 O O -— C) in(o in 00
Elev. (ft) 0o w N 0) r-ti� N ��CO • '��� �`�� 0 1`1-
O -p W O '''LU LI N w W W M w W W Ln W W W (o w L0
c E > co E > > co E >> co E >> :o E >> co E >
fn0E cn EcE cn ocE cn EEE Co E.Ec co R
793.00 793.00
777.00 777.00
761.00 — —761.00
745.00 — j; 1a8 902� —745.00
— 1I19.627Lf-15"@ 1.67%
729.00 I 150 05
133.481 Lf-30" 0 729.00
— 92.601 Lt-30"L 4.75%
713.00 I I 713.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-500.stm
0E o
O •
co infoin to 0o
Elev. (ft) o N n
0Www o Ww
m E > > m E
ci c c RE
769.00 769.00
766.00 - • 766.00
763.00 763.00
/
760.00 760.00
757.00 — 757.00
2 .50ULt-t 5 Qau 1.22 h—_
754.00 754.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 DI-501 1.67 0.00 1.67 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 18.93 0.17 18.93 0.0 Off
2 CB-502A 1.13 0.07 1.20 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.08 2.21 0.29 2.21 2.5 Off
3 CB-503 0.96 0.02 0.91 0.07 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.12 3.76 0.25 1.10 2.5 2
4 CB-504 0.67 0.00 0.65 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.10 3.04 0.23 0.65 2.5 3
5 DI-505 1.79 0.00 1.79 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 19.67 0.18 19.67 0.0 Off
6 CB-506 0.85 0.00 0.80 0.04 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.11 3.47 0.25 0.92 2.5 7
7 CB-502B 1.78 0.04 1.83 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.13 4.61 0.34 4.61 2.5 Off
Project File: SD-500.stm Number of lines:7 Run Date: 6/14/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period=1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-500
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 30
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 14.43
Velocity(ft./s) 2.94
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine de riprap size and minimum apron length
(LJ. The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,Le(ft.) 16
Apron width at pipe outlet(ft.) 7.5
Apron shape Trap
Apron width at outlet end(ft.) 18.5
Step 4. Deternu a the maximum stone diameter
=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d, ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the nummtmt
length. Lt,from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-600 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
1
2
3
4
15
24 5
14
6
13 23
19 12
7
18 17 16 20
11
21 10 9 8
22
Project File: SD-600.stm Number of lines:25 Date:6/14/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 600-601 37.92 36 Cir 57.971 724.00 729.20 8.970 732.76* 732.95* 0.44 733.39 End Manhole
2 601-602 38.35 36 Cir 114.135 729.90 740.10 8.937 733.39 742.11 n/a 742.11 j 1 Manhole
3 602-603 38.80 36 Cir 118.750 740.20 750.80 8.926 742.11 752.83 n/a 752.83 2 Combination
4 603-604 33.58 36 Cir 119.057 750.90 760.70 8.231 752.83 762.58 n/a 762.58 j 3 Combination
5 604-605 32.59 36 Cir 24.500 760.80 761.10 1.224 762.58 762.95 n/a 762.95 4 Combination
6 605-607 31.05 36 Cir 92.000 761.20 764.30 3.370 762.95 766.10 1.14 766.10 5 Combination
7 607-609 29.91 30 Cir 166.647 764.40 769.70 3.180 766.10 771.56 n/a 771.56 6 Combination
8 609-610 29.80 30 Cir 34.810 769.80 772.00 6.320 771.56 773.86 1.48 773.86 7 Combination
9 610-612 26.95 30 Cir 117.121 772.10 782.40 8.794 773.86 784.17 0.41 784.17 8 Combination
10 612-613 26.43 30 Cir 122.615 782.50 793.00 8.563 784.17 794.75 1.80 794.75 9 Combination
11 613-616 24.65 24 Cir 175.751 793.10 801.70 4.893 794.75 803.45 1.67 803.45 10 Combination
12 616-621 17.44 24 Cir 42.150 801.80 803.80 4.745 803.45 805.30 n/a 805.30 j 11 Combination
13 621-622 16.83 24 Cir 124.799 803.90 805.90 1.603 805.30 807.38 n/a 807.38 12 Combination
14 622-623 14.88 24 Cir 25.662 806.00 806.30 1.169 807.38 807.69 n/a 807.69 13 Combination
15 623-624 13.51 24 Cir 119.729 806.40 807.60 1.002 807.69 808.92 0.58 808.92 14 DropGrate
16 616-617 7.20 24 Cir 24.500 801.80 802.10 1.224 803.45 803.05 0.46 803.05 11 Combination
17 617-618 7.11 15 Cir 43.107 802.20 802.70 1.160 803.25 803.77 0.64 803.77 16 Combination
18 618-619 7.02 15 Cir 24.500 802.80 803.10 1.224 803.81 804.16 0.31 804.16 17 Combination
19 619-620 4.95 15 Cir 119.201 803.20 804.40 1.007 804.16 805.30 n/a 805.30 j 18 DropGrate
20 613-614 1.20 18 Cir 119.627 793.10 796.00 2.424 794.75 796.41 n/a 796.41 j 10 DropGrate
21 613-615 1.57 24 Cir 24.500 793.10 793.40 1.225 794.75 793.83 n/a 793.83 10 Combination
22 610-611 2.73 24 Cir 24.585 772.10 774.30 8.949 773.86 774.88 n/a 774.88 j 8 Combination
23 607-608 1.14 24 Cir 105.787 764.40 768.00 3.403 766.10 768.37 n/a 768.37 j 6 DropGrate
24 605-606 1.40 24 Cir 121.402 761.20 762.50 1.071 762.95 762.91 n/a 762.91 5 DropGrate
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 603A-B 4.57 36 Cir 3.164 750.90 751.00 3.160 752.83 751.67 n/a 751.67 3 Combination
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 57.971 0.01 12.58 0.73 0.01 6.55 5.0 11.4 5.8 37.92 199.7 5.37 36 8.97 724.00 729.20 732.76 732.95 727.42 741.98 600-601
2 1 114.135 0.01 12.57 0.73 0.01 6.54 5.0 11.1 5.9 38.35 199.4 6.51 36 8.94 729.90 740.10 733.39 742.11 741.98 759.22 601-602
3 2 118.750 0.48 12.56 0.73 0.35 6.53 5.0 10.7 5.9 38.80 199.3 7.90 36 8.93 740.20 750.80 742.11 752.83 759.22 766.42 602-603
4 3 119.057 0.25 10.72 0.73 0.18 5.57 5.0 10.3 6.0 33.58 191.3 7.10 36 8.23 750.90 760.70 752.83 762.58 766.42 767.50 603-604
5 4 24.500 0.18 10.47 0.73 0.13 5.39 5.0 10.2 6.0 32.59 73.80 7.29 36 1.22 760.80 761.10 762.58 762.95 767.50 767.50 604-605
6 5 92.000 0.31 9.82 0.73 0.23 5.07 5.0 9.8 6.1 31.05 122.4 7.12 36 3.37 761.20 764.30 762.95 766.10 767.50 770.75 605-607
7 6 166.647 0.04 9.17 0.85 0.03 4.69 5.0 8.8 6.4 29.91 73.14 8.01 30 3.18 764.40 769.70 766.10 771.56 770.75 775.67 607-609
8 7 34.810 0.19 9.13 0.73 0.14 4.65 5.0 8.7 6.4 29.80 103.1 7.83 30 6.32 769.80 772.00 771.56 773.86 775.67 778.92 609-610
9 8 117.121 0.20 8.44 0.70 0.14 4.15 5.0 8.3 6.5 26.95 121.6 7.28 30 8.79 772.10 782.40 773.86 784.17 778.92 788.37 610-612
10 9 122.615 0.25 8.24 0.70 0.18 4.01 5.0 7.9 6.6 26.43 120.0 7.39 30 8.56 782.50 793.00 784.17 794.75 788.37 798.20 612-613
11 10 175.751 0.04 7.38 0.80 0.03 3.46 5.0 6.1 7.1 24.65 50.03 8.67 24 4.89 793.10 801.70 794.75 803.45 798.20 808.11 613-616
12 11 42.150 0.14 5.35 0.90 0.13 2.44 5.0 5.9 7.2 17.44 49.27 6.59 24 4.74 801.80 803.80 803.45 805.30 808.11 809.26 616-621
13 12 124.799 0.38 5.21 0.73 0.28 2.31 5.0 5.6 7.3 16.83 28.63 6.95 24 1.60 803.90 805.90 805.30 807.38 809.26 811.70 621-622
14 13 25.662 0.31 4.83 0.73 0.23 2.03 5.0 5.5 7.3 14.88 24.45 6.42 24 1.17 806.00 806.30 807.38 807.69 811.70 811.85 622-623
15 14 119.729 4.52 4.52 0.40 1.81 1.81 5.0 5.0 7.5 13.51 22.64 6.22 24 1.00 806.40 807.60 807.69 808.92 811.85 812.10 623-624
16 11 24.500 0.02 1.99 0.90 0.02 1.00 5.0 5.7 7.2 7.20 25.03 3.74 24 1.22 801.80 802.10 803.45 803.05 808.11 808.11 616-617
17 16 43.107 0.02 1.97 0.78 0.02 0.98 5.0 5.6 7.3 7.11 6.95 6.42 15 1.16 802.20 802.70 803.25 803.77 808.11 807.75 617-618
18 17 24.500 0.41 1.95 0.73 0.30 0.96 5.0 5.5 7.3 7.02 7.15 6.48 15 1.22 802.80 803.10 803.81 804.16 807.75 807.75 618-619
19 18 119.201 1.54 1.54 0.43 0.66 0.66 5.0 5.0 7.5 4.95 6.48 5.06 15 1.01 803.20 804.40 804.16 805.30 807.75 808.00 619-620
20 10 119.627 0.31 0.31 0.52 0.16 0.16 5.0 5.0 7.5 1.20 16.35 1.88 18 2.42 793.10 796.00 794.75 796.41 798.20 798.46 613-614
21 10 24.500 0.30 0.30 0.70 0.21 0.21 5.0 5.0 7.5 1.57 25.03 1.85 24 1.22 793.10 793.40 794.75 793.83 798.20 798.20 613-615
22 8 24.585 0.50 0.50 0.73 0.37 0.37 5.0 5.0 7.5 2.73 67.66 2.29 24 8.95 772.10 774.30 773.86 774.88 778.92 779.13 610-611
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023 00

Storm Sewer Tabulation Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 6 105.787 0.34 0.34 0.45 0.15 0.15 5.0 5.0 7.5 1.14 41.72 1.64 24 3.40 764.40 768.00 766.10 768.37 770.75 772.52 607-608
24 5 121.402 0.47 0.47 0.40 0.19 0.19 5.0 5.0 7.5 1.40 23.40 1.76 24 1.07 761.20 762.50 762.95 762.91 767.50 768.83 605-606
25 3 3.164 1.36 1.36 0.45 0.61 0.61 5.0 5.0 7.5 4.57 118.6 2.42 36 3.16 750.90 751.00 752.83 751.67 766.42 766.44 603A-B
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 36 37.92 724.00 732.76 3.00 7.07 5.37 0.45 733.21 0.323 57.971 729.20 732.95 3.00 7.07 5.36 0.45 733.40 0.323 0.323 0.187 0.98 0.44
2 36 38.35 729.90 733.39 3.00 5.05 5.43 0.46 733.84 0.331 114.135740.10 742.11 j 2.01** 5.05 7.60 0.90 743.01 0.528 0.429 n/a 0.98 n/a
3 36 38.80 740.20 742.11 1.91 4.76 8.15 0.91 743.02 0.000 118.750750.80 752.83 2.03** 5.08 7.64 0.91 753.73 0.000 0.000 n/a 1.50 n/a
4 36 33.58 750.90 752.83 1.93 4.66 7.00 0.81 753.63 0.000 119.057760.70 762.58 j 1.88** 4.66 7.20 0.81 763.39 0.000 0.000 n/a 1.49 1.20
5 36 32.59 760.80 762.58 1.78 4.37 7.46 0.79 763.37 0.000 24.500 761.10 762.95 1.85** 4.58 7.12 0.79 763.74 0.000 0.000 n/a 1.50 n/a
6 36 31.05 761.20 762.95 1.75 4.28 7.25 0.76 763.71 0.000 92.000 764.30 766.10 1.80** 4.44 6.99 0.76 766.86 0.000 0.000 n/a 1.50 1.14
7 30 29.91 764.40 766.10 1.70 3.57 8.39 0.90 767.01 0.000 166.647769.70 771.56 1.86** 3.92 7.63 0.90 772.47 0.000 0.000 n/a 1.09 n/a
8 30 29.80 769.80 771.56 1.76 3.70 8.06 0.90 772.46 0.000 34.810 772.00 773.86 1.86** 3.91 7.61 0.90 774.76 0.000 0.000 n/a 1.64 1.48
9 30 26.95 772.10 773.86 1.76 3.69 7.30 0.82 774.68 0.000 117.121782.40 784.17 1.77** 3.71 7.26 0.82 784.99 0.000 0.000 n/a 0.50 0.41
10 30 26.43 782.50 784.17 1.67 3.48 7.59 0.81 784.97 0.000 122.615793.00 794.75 1.75** 3.67 7.20 0.81 795.56 0.000 0.000 n/a 2.24 1.80
11 24 24.65 793.10 794.75 1.65 2.77 8.89 1.11 795.86 0.000 175.751801.70 803.45 1.75** 2.92 8.45 1.11 804.56 0.000 0.000 n/a 1.50 1.67
12 24 17.44 801.80 803.45 1.65 2.53 6.29 0.74 804.19 0.000 42.150 803.80 805.30 j 1.50** 2.53 6.88 0.74 806.04 0.000 0.000 n/a 1.25 n/a
13 24 16.83 803.90 805.30 1.40 2.36 7.15 0.71 806.02 0.000 124.799805.90 807.38 1.48** 2.49 6.76 0.71 808.09 0.000 0.000 n/a 1.44 n/a
14 24 14.88 806.00 807.38 1.38 2.31 6.45 0.63 808.01 0.000 25.662 806.30 807.69 1.39** 2.33 6.39 0.63 808.32 0.000 0.000 n/a 0.52 n/a
15 24 13.51 806.40 807.69 1.29 2.14 6.31 0.58 808.27 0.000 119.729807.60 808.92 1.32** 2.20 6.13 0.58 809.51 0.000 0.000 n/a 1.00 0.58
16 24 7.20 801.80 803.45 1.65 1.48 2.60 0.37 803.82 0.000 24.500 802.10 803.05 0.95** 1.48 4.88 0.37 803.42 0.000 0.000 n/a 1.23 0.46
17 15 7.11 802.20 803.25 1.05* 1.10 6.45 0.63 803.88 0.000 43.107 802.70 803.77 1.07** 1.12 6.38 0.63 804.40 0.000 0.000 n/a 1.01 0.64
18 15 7.02 802.80 803.81 1.01* 1.06 6.64 0.62 804.43 0.000 24.500 803.10 804.16 1.06** 1.11 6.33 0.62 804.78 0.000 0.000 n/a 0.50 0.31
19 15 4.95 803.20 804.16 0.96 0.95 4.89 0.42 804.58 0.000 119.201804.40 805.30 j 0.90** 0.95 5.22 0.42 805.73 0.000 0.000 n/a 1.00 n/a
20 18 1.20 793.10 794.75 1.50 0.39 0.68 0.01 794.76 0.013 119.627796.00 796.41 j 0.41** 0.39 3.07 0.15 796.56 0.492 0.253 n/a 1.00 0.15
21 24 1.57 793.10 794.75 1.65 0.50 0.57 0.15 794.90 0.000 24.500 793.40 793.83 0.43** 0.50 3.13 0.15 793.99 0.000 0.000 n/a 1.00 n/a
22 24 2.73 772.10 773.86 1.76 0.75 0.93 0.21 774.07 0.000 24.585 774.30 774.88 j 0.58** 0.75 3.65 0.21 775.08 0.000 0.000 n/a 1.00 n/a
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 24 1.14 764.40 766.10 1.70 0.40 0.40 0.13 766.23 0.000 105.787768.00 768.37 j 0.37** 0.40 2.88 0.13 768.50 0.000 0.000 n/a 1.00 0.13
24 24 1.40 761.20 762.95 1.75 0.46 0.48 0.14 763.09 0.000 121.402762.50 762.91 0.41** 0.46 3.04 0.14 763.05 0.000 0.000 n/a 1.00 n/a
25 36 4.57 750.90 752.83 1.93 1.17 0.95 0.24 753.06 0.000 3.164 751.00 751.67 0.67** 1.17 3.90 0.24 751.90 0.000 0.000 n/a 1.00 n/a
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-600.stm
0
f6 — N CO of to Co m
n co
C 5 C 5 C 7 C 5 C 5 C 5 7 .. 7 C 7 C 7
O N c J 0 . J O C J 0- J O C J 0 C J 0 E C O C C O E J 0 E J 0
' O ' NNN co NON CD �°OpN M Of)O� M Lc? M HMV J CCDD nod J NO00 ' MNr In CD NO
O N (A CNN O �OV� CO BOO O)• �CODCOD ,• �CDCD OC�D CAD O• n COD CD W• h-�ti O• comic Co• NN
Elev. (ft) 0o W n ,� "nn n nnn �nn o nnn M N. CD �nn rn N-nn N nnn •v �nn N. N.
+ + W-- W + W + W-- + W + W + m . + W • + W11.1 • + W
0 -aw o Ww it N ww et WW v Ww Will co WW n ww o w rn w
CO E > m E » cu E > ro E » ;a E » :s E » ;o E >. ;a E » coE » :° E» c0 E >
co CD u0 Q:Sc u) EcE u) Ecc u) E55 u) o'cc u) 2 E E u) Occ co iicc co FiCC u) 0:c
849.00 849.00
820.00 820.00
791.00 �' 791.00
1
, "
41. 'I..—��—� 122.615LR-30"@ 8.56%
762.00 � 117.121 Lf-30" ce, 8.79% 762.00
— 34.S7ULT-3U"CV,6.31%
— 166.647Lf-30"@ 3.18%
— 92.000Lf-36'd @ 3.37%
733.00 - / ' — 24.500Lf-36"a1.22% 733.00
— 1190571f-16"Qi 873%
— 118.7:I f 36"@ 8.93%
114.135 f-30"t1Q 8.94',
— 57.971 LT-36"L 6.9 /o
704.00 704.00
0 100 200 300 400 500 600 700 800 900 1000
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
N in
M
7 C C 7 7 E E 7
O.C J 0 E J 0 E E O C J O E J 0
O 00 r"00 000 . 000 LO00 °0
O N• O -• - 7 r-CO NCO 0) 0 r W O CO Mco .� cisCD
0•000 n 000 • 000 n �00 (h c00 co O NO
Elev. (ft) o n co co m 0•°o co
. dN. CO m Co °o°o°o °o co
oWWW WWW N WWLLI M WWW M WWW WW
coE > > w E > > ca E ›: as € 55 w E » as E >
coE cc N o:.E u) E c c co EEE co Ecc co Ec
827.00 — - - — 827.00
819.00 819.00
811.00 — 1111 —811.00
1.UU%
--'.= '�o
803.00 e--"„ ��' 1z .799Lf 2a a� �U
803.00
9�I° — Zb.bbYLt-Z4"((�1.1 I%
4g
795.00 ''/ ci••+ ' � 795.00
— 42.150Lf-24"C 4.74%
787.00 787.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
Tr
N
7 E '
O E —I O
in N N core,..
c11
O Pn0 (D
Elev. (ft) +m n -_ N
O W W W W W
CnE c c u) 2c
778.00 778.00
774.00 774.00
770.00 770.00
/ --
•
766.00 I 766.00
•
762.00 — . 762.00
121.402Lf-24"@ 1.07%
I • •
758.00 I 758.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
N
C
OE -J 0
(MN oO
Elev. (ft) o" r- o
oWww Ww
E > > :° E >
781.00 781.00
777.00 777.00
773.00 — —773.00
769.00 769.00
---------------
----------
r
. _ , �i
105 7R °'
765.00 765.00
761.00 761.00
0 10 20 30 40 50 60 70 80 90 100 110
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
N
N
7 5
0 E J 0
N 8,2 ' 2c
rno� in 7m
Oco
N N i• V
Elev. (ft) o-. r N ,-
oWww o Ww
mE > > yo E >
coE c c co RE
789.00 789.00
785.00 785.00
781.00 781.00
/
777.00 777.00
773.00 545Lf Lq @ S g5°� • - • 773.00
769.00 769.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
N
7 7
0 E C 0
o J
Ng� N
O co M M M
Elev. (ft) g^ °'r- N 1-6..
0Www c III
coE > > ;o E >
co c c co R
806.00 806.00
803.00 - . 803.00
800.00 800.00
•
797.00 797.00
•
794.00 - 794.00
_ 24.500t1-24"@ 1.22%-
791.00 791.00
0 10 20 30 40 50 60 70 80 90 100
• HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
0
N
7 •c 7
0E -J 0
N o O n o
Elev. (ft) o n 'or of n o9'
oWww Ww
u)E c c co E c
810.00 810.00
806.00 806.00
802.00 802.00
798.00 798.00
----
794.00 794.00
790.00 790.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-600.stm
c
E S.
0c J OE J pc J pc J 0
7 OOOD ' 70O o �OGOO N SON �v
O O GD O n O N O co•
O NN (. NN M0
Elev. (ft) o°�° �� •N ��co ��� rn . `-i�CO
o W W W O W W W O W W W 4.
O W W W N W W
caE > > :° E> > m E5 ; Co E » m E >
co R c c co R c c co E c c co E c c co R E
819.00 819.00
•
•
•
•
•
815.00 815.00
•
811.00 • 811.00
807.00 — 807.00
--
----------------
803.00 • 803.00
Mr 24.,00L1-1 1'�iJ 1.22%
13.107Lf 15 @ 1.16%
— 2A NMI f-2a„ J 1_22%
799.00 799.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 JB-601 0.03 0.00 0.00 0.03 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 JB-602 0.03 0.00 0.00 0.03 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
3 CB-603A 1.40 0.05 1.45 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.10 3.21 0.31 3.21 2.5 Off
4 CB-604 0.73 0.00 0.68 0.05 Comb 4.0 3.00 0.00 3.00 2.00 0.045 2.00 0.040 0.020 0.013 0.11 3.72 0.25 1.05 2.5 3
5 CB-605 0.53 0.09 0.59 0.03 Comb 4.0 3.00 0.00 3.00 2.00 0.045 2.00 0.040 0.020 0.013 0.11 3.39 0.24 0.85 2.5 25
6 CB-607 0.91 0.00 0.81 0.09 Comb 4.0 3.00 0.00 3.00 2.00 0.045 2.00 0.040 0.020 0.013 0.12 4.15 0.26 1.33 2.5 5
7 CB-609 0.14 0.01 0.14 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.020 2.00 0.040 0.020 0.013 0.07 1.83 0.21 0.00 2.5 6
8 CB-610 0.55 0.01 0.56 0.01 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.09 2.73 0.23 0.45 2.5 7
9 CB-612 0.56 0.02 0.57 0.01 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.10 2.79 0.23 0.47 2.5 8
10 CB-613 0.70 0.00 0.68 0.02 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.10 3.12 0.24 0.70 2.5 9
11 CB-616 0.13 0.09 0.22 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.018 2.00 0.040 0.020 0.013 0.09 2.36 0.21 0.09 2.5 10
12 CB-621 0.50 0.22 0.64 0.09 Comb 4.0 3.00 0.00 3.00 2.00 0.019 2.00 0.040 0.020 0.013 0.13 4.60 0.27 1.54 2.5 11
13 CB-622 1.11 0.00 0.89 0.22 Comb 4.0 3.00 0.00 3.00 2.00 0.019 2.00 0.040 0.020 0.013 0.15 5.60 0.30 2.34 2.5 12
14 CB-623 0.91 0.00 0.76 0.15 Comb 4.0 3.00 0.00 3.00 2.00 0.019 2.00 0.040 0.020 0.013 0.14 5.11 0.28 1.86 2.5 18
15 DI-624 7.23 0.00 7.23 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.81 82.51 0.81 82.51 0.0 Off
16 CB-617 0.07 0.00 0.07 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.018 2.00 0.040 0.020 0.013 0.06 1.45 0.21 0.00 2.5 21
17 CB-618 0.06 0.00 0.06 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.019 2.00 0.040 0.020 0.013 0.05 1.36 0.21 0.00 2.5 Off
18 CB-619 1.20 0.15 1.03 0.31 Comb 4.0 3.00 0.00 3.00 2.00 0.019 2.00 0.040 0.020 0.013 0.16 6.10 0.31 2.94 2.5 Off
19 DI-620 2.65 0.00 2.65 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 24.99 0.23 24.99 0.0 Off
20 DI-614 0.64 0.00 0.64 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 10.96 0.09 10.96 0.0 Off
21 CB-615 0.84 0.00 0.80 0.04 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.11 3.46 0.24 0.91 2.5 22
22 CB-611 1.46 0.04 1.50 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.11 3.41 0.32 3.41 2.5 Off
23 DI-608 0.61 0.00 0.61 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 10.65 0.09 10.65 0.0 Off
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period= 1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023 00

Inlet Report Page 2
1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 DI-606 0.75 0.00 0.75 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 11.93 0.10 11.93 0.0 Off
25 CB-603B 2.45 0.03 2.48 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.18 6.82 0.38 6.82 2.5 Off
Project File: SD-600.stm Number of lines:25 Run Date: 6/14/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period=1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-600
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 36
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 37.92
Velocity(ft./s) 5.37
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine de riprap size and minimum apron length
(L.). The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 20
Apron width at pipe outlet(ft.) 9
Apron shape Trap
Apron width at outlet end(ft.) 23
Step 4. Deternu a the maximum stone diameter:
din„=I5xdso
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d, ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the mummmnm
length. Lt,from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
al`1�l 70 ..: .. • . ,. 1. : . :. a�. .
al IlliH011i
-
}: .:
,.�, Ow
_ � 01114011113
2D 11 i• In III IIIIII u11 �• r�I' 1111lli1 sii; ihli '1
li � �,.�M�M I�IU �„vKr.
10�IN Nnl .r� ... 11.711 0 YI
... ' Mom 1 /
• "..�� „IIIIIMI �i+ : • v.401..
1 it
'' IIIIIIIu
D its 1 111111111111111111 IIII 111111 O - _ , �Alll'llll / A
I,„ I Ilhl 1 III II11111111111111 .III II 1,,,,,, �1 1111SO Js All. 2
„ 1I It1IIIII 1 1 1I11I1 I111111III ""''1111 I JI I," a NMdI1t,NIM'.,pP P't. 11111.
I Imiliilltl 1:�1�Ifm1111111[1'0 !!�� I 1, 1 . 11 it1!��� • a
.::' 2 1II111l:ff1111f11 1 ni�Mi111:il �....,.'.i 1 ;u /� 1'lu.l ..r i i: 11uun n
1 1 � f (�„J••• i'1 IIMII IIII R
I III IIIII�.• 11 /I _ _ _ _ IIII IIIII IIII
gIiiiiiIillll
.. .. ,1 ,V ,- iiiT �plpr /• _p r'/p!' F- . :, III. •_ iii ,
II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L

SD-700 RESULTS
10 - YR DESIGN STORM RESULTS
4" DESIGN STORM SPREAD RESULTS
RIP RAP APRON AT OUTFALL
Shelby Rucker
TRU-23006

Inlet Report Page1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
I
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 JB-701 0.03 0.00 0.00 0.03 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 CB-702 0.26 0.08 0.34 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.040 2.00 0.040 0.020 0.013 0.09 2.46 0.22 0.23 2.5 9
3 CB-708 0.85 0.09 0.86 0.08 Comb 4.0 3.00 0.00 3.00 2.00 0.060 2.00 0.040 0.020 0.013 0.12 3.93 0.26 1.20 2.5 2
4 CB-709 1.05 0.00 0.96 0.09 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.12 3.89 0.26 1.19 2.5 3
5 CB-710 1.05 0.00 0.96 0.09 Comb 4.0 3.00 0.00 3.00 2.00 0.078 2.00 0.040 0.020 0.013 0.12 3.89 0.26 1.19 2.5 7
6 DI-711 0.83 0.00 0.83 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 12.59 0.11 12.59 0.0 Off
7 CB-706 0.93 0.09 0.92 0.10 Comb 4.0 3.00 0.00 3.00 2.00 0.060 2.00 0.040 0.020 0.013 0.12 4.11 0.26 1.32 2.5 11
8 DI-707 2.14 0.00 2.14 0.00 DrGrt 0.0 0.00 1.50 2.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 21.97 0.20 21.97 0.0 Off
9 CB-703 0.10 0.00 0.10 0.00 Comb 4.0 3.00 0.00 3.00 2.00 0.020 2.00 0.040 0.020 0.013 0.06 1.61 0.21 0.00 2.5 10
10 CB-704 6.03 0.00 6.03 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.32 13.99 0.53 13.99 2.5 Off
11 CB-705 3.35 0.10 3.45 0.00 Comb 4.0 3.00 1.50 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.24 9.80 0.44 9.80 2.5 Off
Project File: SD-700.stm Number of lines: 11 Run Date: 6/14/2024
NOTES: Inlet N-Values=0.016; Intensity=4.04/(Inlet time+5.50)^0.00; Return period=1 Yrs. ; ,Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Storm Sewer Profile Proj. file: SD-700.stm
CV h co
C ' C 'S C 5 C 7
2C J O E J Q C J Q C J 0
COMO
O ��� .00�O c COo�W M co-
CCD V C0 °O)O) COC N CV O) V .- N ,-
Elev. (ft) o w Lo ,-�� N n��• ^r-� ��
p -6 W N WWW a WWW d' WWW L.T.
coo = co ECc co E c c co E c c co a
845.00 845.00
817.00 817.00
789.00 — _"" _ 7.g4'/0 789.00
115.i
761.00 — � —761.00
. . °o
_ _ Lf.31 .. _ —
733.00 2 .@ 733.00
�_
01110"--
705.00 I 705.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-700.stm
C) Nr In co
S. C S. C 7 C 5 C 7
0 E J OE J O= J 0E J 0
00 ' 000 ' 000 ' 000 . 00
O CO N r-W co N- c7j 7 O)0
M ix).
O a)p�O N^O) W �MM LL) �0°o°0 O 00 N- mN
Elev. (ft) o � �w o w� CCcocoM o
•
OW W W O WWW N WWW N WWW M WW
co E > > co E» co E> ; m E» m E >
(o 5 E cn E5E u) 0'cc to Ecc to RE
831.00 831.00
•
819.00 • - - • 819.00
807.00 807.00
•
795.00 —795.00
1 1g
',/1 6g0L ' 24.500Lf-10"@ 8.9C%
783.00 • — - 783.00
— 45.o42Lt-1 S••L i.94Vo
771.00 I I I 771.00
25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
HGL - EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: SD-700.stm
E 5 • E
0 E J G E J O c J 0
- COS Lo CD N M cn ,2N N.M °SDI)
o°�' m°ram'
Elev. (ft) o ul �a�o°�o M N. co �r,
o III w w o www www ww
c E > > ct, E > > as E > > as E >
co E c c cn E c c cn c c to E2 c
801.00 801.00
796.00 796.00
791.00 j 791.00
786.00 786.00
7 L 781.00 —781.00
7845RI f-94"@ 1.02%
55.215Lf-24"@ 1.09%
— 24.500Lf-24"@ 1.22%
776.00 776.00
0 25 50 75 100 125 150 175
HGL EGL Reach (ft)
IStorm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
11
10
9
2
7
8
3
1
4
6
5
Project File: SD-700.stm Number of lines- 11 Date:6/14/2024
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 700-701 26.27 30 Cir 285.669 724.00 749.70 8.996 733.45 751.45 n/a 751.45j End Manhole
2 701-702 26.62 30 Cir 137.197 749.70 762.00 8.965 751.45 763.76 n/a 763.76 1 Combination
3 702-708 6.11 18 Cir 45.842 779.60 783.70 8.944 780.05 784.65 0.21 784.65 2 Combination
4 708-709 4.91 18 Cir 164.680 783.80 798.60 8.987 784.65 799.45 n/a 799.45 j 3 Combination
5 709-710 3.18 18 Cir 24.500 798.70 800.90 8.980 799.45 801.58 n/a 801.58 j 4 Combination
6 710-711 1.55 18 Cir 119.134 801.00 802.50 1.259 801.58 802.97 n/a 802.97j 5 DropGrate
7 702-706 5.37 24 Cir 24.537 779.60 781.80 8.966 779.98 782.62 n/a 782.62 2 Combination
8 706-707 4.00 24 Cir 115.859 781.90 791.10 7.941 782.62 791.80 n/a 791.80j 7 DropGrate
9 702-703 17.35 24 Cir 55.215 779.60 780.20 1.087 780.88 781.70 0.45 781.70 2 Combination
10 703-704 17.35 24 Cir 78.458 780.30 781.10 1.020 781.70 782.60 1.10 782.60 9 Combination
11 704-705 6.25 24 Cir 24.500 781.20 781.50 1.224 782.60 782.38 0.34 782.38 10 Combination
Project File: SD-700.stm Number of lines: 11 Run Date: 6/14/2024
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 285.669 0.01 8.48 0.73 0.01 4.16 5.0 9.0 6.3 26.27 123.0 6.27 30 9.00 724.00 749.70 733.45 751.45 726.88 780.53 700-701
2 1 137.197 0.09 8.47 0.73 0.07 4.15 5.0 8.6 6.4 26.62 122.8 7.25 30 8.97 749.70 762.00 751.45 763.76 780.53 790.12 701-702
3 2 45.842 0.29 1.47 0.73 0.21 0.94 5.0 8.4 6.5 6.11 31.41 9.46 18 8.94 779.60 783.70 780.05 784.65 790.12 793.16 702-708
4 3 164.680 0.36 1.18 0.73 0.26 0.73 5.0 7.5 6.7 4.91 31.48 4.74 18 8.99 783.80 798.60 784.65 799.45 793.16 806.10 708-709
5 4 24.500 0.36 0.82 0.73 0.26 0.47 5.0 7.3 6.8 3.18 31.47 3.84 18 8.98 798.70 800.90 799.45 801.58 806.10 806.10 709-710
6 5 119.134 0.46 0.46 0.45 0.21 0.21 5.0 5.0 7.5 1.55 11.78 2.88 18 1.26 801.00 802.50 801.58 802.97 806.10 806.35 710-711
7 2 24.537 0.32 1.66 0.73 0.23 0.77 5.0 6.5 7.0 5.37 67.72 8.66 24 8.97 779.60 781.80 779.98 782.62 790.12 790.53 702-706
8 7 115.859 1.34 1.34 0.40 0.54 0.54 5.0 5.0 7.5 4.00 63.73 4.01 24 7.94 781.90 791.10 782.62 791.80 790.53 797.46 706-707
9 2 55.215 0.04 5.25 0.63 0.03 2.37 5.0 5.4 7.3 17.35 23.58 7.53 24 1.09 779.60 780.20 780.88 781.70 790.12 787.66 702-703
10 9 78.458 3.35 5.21 0.45 1.51 2.34 5.0 5.2 7.4 17.35 22.84 7.13 24 1.02 780.30 781.10 781.70 782.60 787.66 786.45 703-704
11 10 24.500 1.86 1.86 0.45 0.84 0.84 5.0 5.0 7.5 6.25 25.03 3.66 24 1.22 781.20 781.50 782.60 782.38 786.45 786.84 704-705
•
Project File: SD-700.stm Number of lines: 11 Run Date: 6/14/2024
NOTES:Intensity=71.34/(Inlet time+12.10)A 0.79; Return period=Yrs. 10 ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 26.27 724.00 733.45 2.50 3.66 5.35 0.45 733.90 0.410 285.669749.70 751.45 j 1.75** 3.66 7.18 0.80 752.25 0.589 0.500 n/a 0.92 n/a
2 30 26.62 749.70 751.45 1.75 3.66 7.27 0.81 752.26 0.000 137.197762.00 763.76 1.76** 3.69 7.22 0.81 764.57 0.000 0.000 n/a 1.49 n/a
3 18 6.11 779.60 780.05 0.45* 0.44 13.76 0.41 780.46 0.000 45.842 783.70 784.65 0.95** 1.19 5.15 0.41 785.07 0.000 0.000 n/a 0.50 0.21
4 18 4.91 783.80 784.65 0.85 1.04 4.73 0.35 785.00 0.000 164.680798.60 799.45 j 0.85** 1.04 4.74 0.35 799.80 0.000 0.000 n/a 1.50 n/a
5 18 3.18 798.70 799.45 0.75 0.78 3.59 0.26 799.71 0.000 24.500 800.90 801.58 j 0.68** 0.78 4.10 0.26 801.84 0.000 0.000 n/a 0.50 n/a
6 18 1.55 801.00 801.58 0.58 0.47 2.46 0.17 801.75 0.000 119.134802.50 802.97 j 0.47** 0.47 3.30 0.17 803.14 0.000 0.000 n/a 1.00 n/a
7 24 5.37 779.60 779.98 0.38* 0.42 12.87 0.31 780.29 0.000 24.537 781.80 782.62 0.82** 1.21 4.45 0.31 782.93 0.000 0.000 n/a 0.50 n/a
8 24 4.00 781.90 782.62 0.72 0.98 3.95 0.26 782.88 0.000 115.859791.10 791.80 j 0.70** 0.98 4.08 0.26 792.06 0.000 0.000 n/a 1.00 0.26
9 24 17.35 779.60 780.88 1.28* 2.11 8.20 0.73 781.61 0.000 55.215 780.20 781.70 1.50** 2.53 6.86 0.73 782.43 0.000 0.000 n/a 0.61 0.45
10 24 17.35 780.30 781.70 1.40 2.35 7.39 0.73 782.43 0.000 78.458 781.10 782.60 1.50** 2.53 6.87 0.73 783.33 0.000 0.000 n/a 1.50 1.10
11 24 6.25 781.20 782.60 1.40 1.34 2.66 0.34 782.94 0.000 24.500 781.50 782.38 0.88** 1.34 4.66 0.34 782.72 0.000 0.000 n/a 1.00 0.34
Project File: SD-700.stm Number of lines: 11 Run Date: 6/14/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Date:
Designed By: KLP 6/14/2024
Checked By: SAW
Company:
Project Name: SHELBY RUCKER
Project No.: TRU-23006
Site Location(City/Town) SHELBY NC
Endwall ID. EW-700
Total Drainage Area(acres) See Storm Report
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 30
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 26.27
Velocity(ft./s) 5.35
Step 2. Based on the tailwater conditions determined in step I.enter Figure
8.06a or Figure 8.06b.and determine de riprap size and minimum apron length
(LJ. The du size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,Le(ft.) 16
Apron width at pipe outlet(ft.) 7.5
Apron shape Trap
Apron width at outlet end(ft.) 18.5
Step 4. Deternu a the maximum stone diameter
=I5xds°
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d, ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125
Step 6. Fit the nprap apron to the site by making it level for the nummtmt
length. Lt,from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8.06.8.

30
Outlet W • Do + la 90
Pipe a/I
diameter (ck) :La --al 14.16
iiiiiiiilwater < 0.5Do ,, / r I
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II��1 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Ty„<0.5 6ameter)
Rev.12'93 8.06.3
L