20210300 Ver 1_Macon County - B43 - Hydro Report_20210708

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SITE DATA
INFORMATION TO BE SHOWN ON PLANS Drainage Area 12.9 SQ. MI. Source LIDAR; USGS STREAM STATS 161/11%
WS EL. Taken @ River Station 5719 RURAL BLUE RIDGE BRIDGE SURVEY & HYDRAULIC DESIGN REPORT Design: Discharge 1400 c.f.s. Frequency 5* yr. Elev. 2085.1 ft. River Basin LITTLE TENNESSEE Character .(WOODED AND FARMLAND) n
N. C. DEPARTMENT OF TRANSPORTATION irVt
Base Flood: Discharge . 3870 c.f.s. Frequency 100 yr. Elev. 2087.4 ft. Stream Classification (Such as Trout, High Quality Water, etc.) C, Tr DIVISION OF HIGHWAYS
, HYDRAULICS UNIT
Overtopping: Discharge 1800 c.f.s. Frequency 10+/- yr. Elev. 2085.1** ft. Data on Existing Structure 1@40'6" TIMBER DECK ON SALV. I-BEAMS, END BENTS & INT. BENTS: ; H; RALEIGH, N. C.
* NOTE: DESIGN IMPROVES LEVEL OF SERVICE. TIMBER CAPS/POST AND TIMBER SILLS 182 s.f. LA
** OVERTOPPING ELEVATION REPRESENTS LOWEST HIGH POINT ON DECK/ROADWAY, Total Waterway Opening .
WHICH OCCURS AT PROPOSED SAG @ -L- STA 12+62 Waterway Opening Below 100yr. WS EL. 182 s.f. JI I.D. No. SF-550043 Project No. 17BP.14.R.210 Proj. Station -L- 15+96.00
ADDITIONAL INFORMATION AND COMPUTATIONS Debris Potential: Low x Moderate High o;
Data on Structures Up and Down Stream U/S STRUCTURE: 5.0 MILES U/S ON MIDDLE CREEK AT NC 106, M; County MACON Bridge Over MIDDLE 6CREEK Bridge Inv. No. 0043
SR 1635
HYDROLOGY: USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS STRUCTURE #550026, 1@22'7", 1@43'5", 1@22'7"; REINFORCED CONC. FLOOR ON I-BEAMS, BED TO CROWN=24' o; On Highway (MIDDLE CREEK RD) Between (WINDY RIDGE RD) and DEAD END
100% HYDROLOGIC REGION 2 (BLUE RIDGE) D/S STRUCTURE: 0.9 MILES D/S ON MIDDLE CREEK AT SR 1635 (MIDDLE CREEK RD), ; �' Recommended Structure 1@85', 33" BOX BEAM WITH 4'-0" DEEP CAPS
STRUCTURE #550044, 1@25 3 , 1@25 0 , 1@25 3 , STEEL PLANK FLOOR ON I-BEAMS, BED TO CROWN=16 co;
NCDOT DISCHARGES Design Control Elev. 2087.2' (EXISTING 100 YR. WSEL AT HEC-RAS RS 5719 (U'S TOE)) N'
0.749
Q = 209 (DA) = 1420 -> SAY 1400 cfs 5 N/A Period of Records N/A �' Roadway 27'-10" CLEAR ROADWAY 60 DEGREE
Gage Station No. - g Recommended Width of Skew
0.736
QED= 288 (DA) = 1890 -> SAY 1900 cfs ; Max. Discharge WA c.f.s. Date N/A Frequency WA , Recommended Location is ( Up, At-Down)- Stream from Existing Crossing.
0.724 '
Q25 = 398 (DA) = 2535 -> SAY 2500 cfs Historical Flood Information: ir
Latitude 35.05215 Longitude -83.36353
D.713 ,
Q,Do = 575 (DA) = 3560 -> SAY 3600 cfs (FEMA 100 YR. DISCHARGE USED FOR NCDOT.) - 2086' 10+/- JOHN RESIDENT Period of
Date Elev. ft. Est. Freq. _ yr•Source { ) Knowledge 21 yrs.
0.70a NO DATA AVAILABLE Period of ; o, Statewide Tier ❑ Regional Tier ❑ Sub-Regional Tier El
�oo = 794 (DA) = 4805 -> SAY 4800 cfs Date .Elev. ft. Est. Freq. yr.Source NCDOT BRIDGE MAINTANCE Knowledge yrs. N
' Period of �' Bench Mark is BM#1: -L- 15+96 74' LT (NAIL SET IN BASE OF 10" WHITE PINE TREES
Date . Elev. ft. Est. Freq. yr.Source Knowledge yrs. o
m' Northing 502601.99 Easting 694578.06 Elev. 2092.91 ft. Datum: NAVD 88
FIS Q100 = 3870 cfs (FIS Q100 DISCHARGE USED TO VERIFY FEMA COMPLIANCE) Historical Scour Info. : General - ft. Contraction - ft. Local - ft. ;
' Temporary Crossing ON-SITE DETOUR
SITE SURVEY 2080.5
Channel Slope 0.005 ft/ft Source Normal Water Surface Elev. ft. Z
SCOUR
Manning's n: Left O.B. 0.10 Channel 0.05 Right O.B. 0.10 Source FIELD OBSERVATION U I R }«�hw � ' "1 �� �'1
a If h a.. r
Non-Encroachment y ,,,-4 si' '
Flood Study/Status LIMITED DETAIL (5/4/2009)/ZONE AE /PANEL 6590 Established? YES °- I " ' � .,�„ d ' ' -..4 '' ',L�k 5, ;...1 '
, M' 1 r, �. ± s�t,5 a rte 7�a% 2 ' a , 4 + x 4 F Ax •}r *
SCOUR CALCULATED PER HEC-18. 3870 o' �� �s �` �`` ' ! " � '� N r•�"= �'� 0'�" �" '� t' ��'
Flood Study 100yr. Discharge c.f.s. WS Elev.: With Without ; 0.
L ' , �' S 1
Non-Encroachment. 2088.1 ft. Non-Encroachment 2087.1 ft. �' '' o, * N 4 "? g �, wx '' ' r >, `' 44 :A
100 YR DISCHARGE EXCEEDS THE OVERTOPPING DISCHARGE, SO THE OT DISCHARGE WAS ANALYZED. , @ , tn. 1 , x , , , 1
CONTRACTION SCOUR River Station 5653 IL. t ?'W " __
DESIGN DATA �. - i ;;, ,+ iA k ; w,� 4 t> , a.
y K Z r If Pe'
Y2=Y1[(12)'(WZ)'1 & Ys =Y2-Ya i��,
Hydrological Method USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS, FEMA DISCHARGES USED FOR LDS. p -; 4,' . I
OVERTOPPING DISCHARGE: Hydraulic Design Method HEC-RAS V. 4.1.0, HEC-RAS PROJ. TITLE: SF-550043_MiddleCreek_SR1635, M,
Yi =3.7' w, =62.0' Floods Evaluated: Freq. Q Elev. Backwater Bridge Opening Velocity I o' 4
Q =1689 cfs w =39.8' (yr.) (c.f.$) (ft.) (ft.) (f.p.s,) ' Z ` x K ns �µ
zQ5 1400 2085.1 0.5 4.5 ! F
@ River Station "` .
. -
Q2 =1464 cfs Yo =5.7' ,
Q10 1900 2085.7 0.5 5.7
K1 =0.69 Y2 =4.4' Q25 2500 2086.4 0.5 5.4 N "'
Ys =0.0' Q100(FEMA) 3870 2087.4 0.4 4.4 x " ', _
J
w'
APPROACH XS RIVER STATION: 5873 Q500 4800 2087.7 0.0 5.1 r ���ti11 L 1111/77'
CA
II ; Waterway Opening Provided Below: Design W.S. Elev. 305 SF 100 yr. W.S. Elev..302" SF Total 352 SF Q: Designed by: DAVID B. PETTY, PE (TGS ENGINEERS ���QQ��� -gg 0�jy���
Average Channel Velocity (Design) 4 4 f p_s: Average Overbank Velocity (Design) 0.6 f. s. �; Assisted by: ZACHARY J. RICHARD PE ` x'e. SEAL 7' =
' Date 7/12/2018 -- 'a 3E697 r
Computed Scour : General . ft. Contraction 0.0 (OT) ft Local — ft. 1 a Project Engineer : RANDY C. HENEGAR, PE qb 7- 13`
a i N '
Is a Floodway Revision Required? MOA TYPE 2d � Reviewed by: �- "� ���O,S�,D iNp:j\ \
7,�e ,, 110\,