20210297 Ver 1_Cherokee County - B182 - Hydro Report_20210322

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ADDITIONAL INFORMATION AND COMPUTATIONS SITE DATA '
Drainage Area 1.44 SQ. MI. Source USGS STREAM STATS Q;
HYDROLOGY: BLUE RIDGE MOUNTAINS.- FOREST, SOME RURAL N, CULVERT SURVEY & HYDRAULIC DESIGN REPORT
River Basin HIWASSEE Character
USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS RESIDENTIAL & FARMLAND c; N. C. DEPARTMENT OF TRANSPORTATION
Stream Classification (Such as Trout, High Quality Water, etc.) CLASS C w; DIVISION OF HIGHWAYS
w' HYDRAULICS UNIT
HYDROLOGIC REGION 2 (RURAL BLUE RIDGE) Data on Existing Structure & S18LLS"CO TIMBER
TF @R VON C TIMBER JOISTS END_ BENTS_TIMBER_CAPS/TIMBER POST o
Moderate ! RALEIGH, N. C.
D.A.=1.44 SQ. MI. X
Debris Potential: Low _ _ _ _ High
NCDOT DISCHARGES Data on Structures Up and Down Stream U/S STR.: PRIVATE DRIVE PIPE. 60" CMP. I.D. No. SF-190182 Project No. 17BP.14.R.205 Proj. Station -L- STA. 16+19.12
0.779
Q2 = 110 (DA) = 146 -> SAY 150 cfs CONFLUENCE WITH PERSIMMON CREEK 100' D/S. o; County CHEROKEE Stream UT TO PERSIMMON CREEK Stru. No. - 182
0.736 DiS NCDOT STR.: STR. #190148 0.2 MILES DiS (PERSIMMON CREEK) AT SR 1127, 1@70', 24" CSU W/4' DEEP CAPS 1. SR 1127 SR 1128 SR 1130
Qio= 288 (DA) = 377 -> SAY 380 cfs Gage Station No. NONE Period of Records WA yrs ,, On Highway_ _(BELL-HILL-ROAD) - Between (WRIGHT RD) and (SUNNY POINT RD)
0.724
Q25 = 398 (DA) = 518 -> SAY 520 cfs Max. Discharge WA cfs Date N/A Frequency N/A c'' Recommended Structure 20'-11" SPAN X 6'-1" RISE ALUMINUM BOX CULVERT WITH
0.713 BRIDGE MAINTENANCE 03.
Qioo = 575 (DA) = 746 -> SAY 750 cfs �; ALUMINUM HEADWALLS & WINGWALLS
Historical Flood Information: N'
WINTER Period of �; Recommended Width of Roadway 28' EOP TO EOP Skew 127 DEGREES
Date 2014 Elev. 1556 ft.Est. Freq 25 yr. Source RESIDENT (NW QUAD) Knowledge 5 yrs. 03,
NO KNOWN ROAD CLOSURE OR OVERTOPPING- ------_____DIVISION of o_. At Recommended Location is (Up, Down) Stream from Existing Crossing.
Date Elev. ft.Est. Freq yr. Source DIVISION MAINTENANCE Knowledge 19 yrs. 6
i Statewide Tier ❑ Regional Tier ❑ Sub-Regional Tier
Allowable HW Elev. 1556.5 (SHOULDER) ft. Normal Water Surface Elev. 1550 ft. IL
o Bench Mark is BM#2: -L- STA. 15+71,45' LT (N 513747.72, E 450128.30) RAILROAD SPIKE IN BASE OF 18"
Manning's n : Left O.B. 0.08-0.12_ Channel _ 0.05 _ _ Right O.B.0.08-0.12 Obtained From FIELD OBSERVATION/ o;
AERIAL PHOTO N, WALNUT TREE SOUTH OF BRIDGE Elev. 1558.83 ft. Datum: NAVD 88
Flood Study/Status NOT STUDIED Floodway Established? N/A ci'
ALUMINUM BOX CULVERT MODELING: With Without Temporary Crossing OFF-SITE DETOUR
co,
Flood
(NOTE: ALUMINUM BOX CULVERT MODELED AS BOX CULVERT IN HEC-RAS PER NCDOT GUIDANCE Study 100 yr. Discharge g N/A c.f.s. • WS Elev.: Floodway y N/A ft. Floodway N/'°` ft. i;
DOCUMENT DATED APRIL 2012) @ River Station N/A
DESIGN DATA _
CONTECH STRUCTURE #56 WITH SPAN= 20'-11", RISE= 6'-1", BURIED 1 FT. BELOW STREAM BED z ` '' '�'r = s °�"� *y. r , �`
ACTUAL CULVERT AREA = 105.5 SF (PRIOR TO SUBTRACTING AREA BLOCKED BY SILLS) Hydrological Method USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS I- �� ( x� ,,� -'ter ': a_
Hydraulic Design Method HEC-RAS VERS. 4.1.0, HEC-RAS PROJ. TITLE: SF-190182_UTtoPersimmonCreek_SR1127 o_ I. " ' ' , D'' , ' '
Design Tailwater : Q 2.4 ft.; Q 3.8 ft.• Q 4.6 ft.•Q 5.0 ft.; )I, , ( % ��
BLOCKAGE FOR 1 FT. SILL= 20.92' X 1'= 20.92 SF 2 io 25 ioo o; / 'I ,�,.�r r
TAKEN AT HEC-RAS RS 61 (DiS TOE SECTION) °' `, " F'/ 1 iI 1.7-----IrW t �' '
LLB ' ,:. i `'� 1,1 'r7Y ;.' ,: - ''BLOCKAGE FOR LOW FLOW CHANNEL SILLS: Inlet Control Outlet Control 4 nQ Remarks �, �a��gA� i/e • ��,.�� °. � <4' �x�
H.W. dc+D h H.W. a Y A .ALE r r a-•'u f°",,,ti
CHANNEL BOTTOM WIDTH = 8 FT. ( ) do2H LS ) j '' ux
Size & Type (c.f.s.) Ke HWiD ft. o o (ft. Zo 1 ' ��'
SILL HEIGHT = 1.0 FT. W/1:1 SIDE SLOPES ,' . .q '' tiqt' a� yw �; "
SILL AREA = 10.92'x 1' + 2 x 12 1'xl' 11.92 SF oNo' s a1 �
SEE HEC-RAS
AVG. DEPTH BLOCKED = SILL AREA /SPAN = 11.92 SF /20.92 = 0.57 FT 4 k . u r
TOTAL DEPTH BLOCKED = 1.57 FT. Z r ' % ids jz3f�' � T�
W''
BLOCKED AREA = 1.57'X 20.92' = 32.84 SF, SAY 32.8 SF �,, �,
Is a Floodway Revision Required? N/A � .
EFFECTIVE OPEN AREA = ACTUAL CULVERT AREA - BLOCKAGE= 105.5 SF - 32.8 SF = 72.7 SF N
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(NOTE: EXISTING BRIDGE OPEN AREA=64.9 SF) Outlet Velocity (V ) 5.7 f.p.s. Natural Channel V 6.1 f s. '�'.
ADJUSTED SPAN = 72.7 /(6.08'-1.571= 16.12 FT. 'o Velocity ( io) p' Lu; \��tt 1{I l ll���
Required Outlet Protection COIR FIBER MATTING/CLASS I RIP RAP BANK STABILIZATION U; \���.�11 CAIQ°�ii�
Z. Designed by: DAVID B. PETTY, PE FIGS `'`o� •.F�s S.O ''/�%
THEREFORE, MODELED AS CORRUGATED METAL BOX CULVERT WITH SPAN=16.12 FT., RISE= 6.08 FT., NOTE: DESIGN MAINTAINS INFORMATION TO BE SHOWN ON PLANS O' ENGINEERS Date 10/12/Lo18 �: o y. ,7 r
BURIED 1 FT. BELOW STREAM BED, DEPTH BLOCKED = 1.57 FT. EXISTING LEVEL OF SERVICE. WS EL. Taken @ River Station 151 (U5 TOE) O Assisted by: ZACHARY J. RICHARD, PE ..
_ •
: SEAL 7'.
Design: Discharge 520 c.f.s. Frequency 25 yr. Elev. 1555.9 ft. 1-ti' To 697 -
1-w Project Engineer: RANDY C. HENEGAR, PE 14 IZ /c
Base Flood: Discharge 750 c.f.s. Frequency 100yr. Elev. 1557.2 ft. %C t. '
g q Y E 40 ,GIN •. -i
a Reviewed by: /-lilii.. .10.�L� \\,
Overtopping: Discharge 600 cfs. Frequency 50 yr. Elev. 1556.5* ft. 2 �il�IfB. t ``,\\
* OVERTOPPING ELEVATION OCCURS AT -L- STA. 16+80