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SITE DATA 1
INFORMATION TO BE SHOWN ON PLANS ;
WS EL. Taken @ River Station 727 Drainage Area 3.31 SQ. MI. Source USGS STREAM STATS; LIDAR ;
RURAL BLUE RIDGE ; BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
Design: Discharge . 950 c.f.s. Frequency 25 yr Elev. 2297.4 ft. River Basin LITTLE TENNESSEE Character (WOODED AND FARMLAND)
au N. C. DEPARTMENT OF TRANSPORTATION '11,,Pg
Base Flood: Discharge 1400 c.f.s. Frequency 100 yr• Elev. 2298.5 ft. Stream Classification (Such as Trout, High Quality Water, etc.) CLASS C, TROUT DIVISION OF HIGHWAYS 3I�
y; HYDRAULICS UNIT � l
Overtopping: Discharge 1800+ +* c.f.s. Frequency 500+ + yr Elev 2298.9** ft. ; Data on Existing Structure 1@25'6", TIMBER DECK ON I-BEAMS,END BENTS & INT. BENTS: ; w' RALEIGH, N. C.
* OVERTOPPING EXCEEDS 500 YR FLOOD EVENT. TIMBER CAPS AND TIMBER POST/SILLS �;
** OVERTOPPING ELEVATION REPRESENTS LOWEST HIIGH POINT ON DECK/ROADWAY, Total Waterway Opening 91 s.f. w,
WHICH OCCURS @ -L- STA 13+48 Waterway Opening Below 100yr. WS EL. 91 s.f°
ADDITIONAL INFORMATION AND COMPUTATIONS Debris Potential: Low X Moderate High Y o; I.D. No. SF-550180 Project No. 17BP.14.R.208 Proj. Station -L- 13+20.00
g Total 100 r Flow Area - 202 s.f.
Data on Structures Up and Down Stream NO U/S STRUCTURE. ; ?; County MACON Bridge Over SUGAR COVE CREEK Bridge Inv. No. 0180
SR 1366
HYDROLOGY: USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS D/S CONFLUENCE WITH TELLICO CREEK (0.13 MILES D/S). �i On Highway SR 1369 (TELLICO RD) Between SR 1408 (DEWEESE RD)and (SUGAR COVE RD)
100% HYDROLOGIC REGION 2 (BLUE RIDGE) STRUCTURE #550119, @25'6D TMBER DECK/S ON ONREIEBEAMS BED TO K AT SR 1369 (TELLICO
CROWN RD),
8' Recommended Structure 1@50'; 21" CORED SLAB WITH 5'-0" DEEP CAPS
NCDOT DISCHARGES Design Control Elev. 2299.7' (EXISTING 100 YR. WSEL AT HEC-RAS RS 727 (L1�5 TOE))
0.779 ; nn
QZ = 110 (DA) = 279 -> SAY 280 cfs i Gage Station No. - N/A Period of Records N/A ; 2: Recommended Width of Roadway 24'-6" CLEAR ROADWAY Skew 120 DEGREE
0.736 ' ' 3;
Quo= 288 (DA) 0724= 695 -> SAY 700 cfs , Max. Discharge N/A c.f.s. Date N/A Frequency N/A a� Recommended Location is ( Up, At, Down) Stream from Existing Crossing.
Qzs = 398 (DA) 0713 947 -> SAY 950 cfs Historical Flood Information: ** NEVER OBSERVED OVERTOPPING OF EXISTING BRIDGE Latitude 35.27453 Longitude -83.53300
Q,00 = 575 (DA) = 1350 -> SAY 1400 cfs Date - - Period of a
o.7on Elev. ** ft. Est. Freq yr.Source MAIL CARRIER Knowledge 8 yrs.
Qsoo = 794 (DA) = 1844 -> SAY 1800 cfs NO RESPONSE. Period of o; Statewide Tier ❑ Regional Tier ❑ Sub-Regional Tier
Date .Elev. ft. Est. Freq. yr.Source BRIDGE MAINTANCE Knowledge yrs. N;
' Period of i: ' Bench Mark is BM#1: -L- 12+59 12' LT (10" SPIKE SET IN BASE OF 24" DOUBLE ASH TREE)
Date . Elev. ft. Est. Freq. yr.Source Knowledge yrs. Q.:.
m; Northing 585762.65 Fasting 647502.98 Elev. 2297.94 ft. Datum: NAVD 88
Historical Scour Info. : General - ft. Contraction - ft. Local - ft. ;
• Temporary Crossing EXISTING BRIDGE\STAGED CONSTRUCTION
0.063 ft4't Source SITE SURVEY 2290.4 o
Channel Slope Normal Water Surface Elev. ft. Z
SCOUR ,
•
Manning's n: Left O.B. 0.10-0.15 Channel 0.05 Right O.B° 0.10-0.15- _Source FIELD OBSERVATION o ;,, �. �,
Non-Encroachment i 0 ;,,` °,� ,r,,, t 1 ti ! ! x'r--- . r1 . I s
Flood Study/Status NO STUDY Established? N/A ° O 4')•,ST.h % , . .,;; "•..�,, '' '
y �:. .,. h F�,' LLr�
SCOUR CALCULATED PER HEC-18. s
Flood Study 100yr. Discharge WA c.f.s. WS Elev.: With Without ; o; i $ , K " 3 �!
Non-Encroachment. N/A ft. Non-Encroachment N/A ft, 'a'
OVERTOPPING DISCHARGE EXCEEDS THE 100 YR DISCHARGE, SO THE 100 YR DISCHARGE WAS ANALYZED. �; ; jfr"
CONTRACTION SCOUR a 4 t
DESIGN DATA
6 Z : ' '�'
Q? /7 N'1 K l - a -
Y Y & ; Y -Y
I
( ) ( }
z �� Q, w2 z ° Hydrological Method USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS p ' 1 • �+ `
100 YR: Hydraulic Design Method HEC-RAS V. 4.1.0, HEC-RAS PROJ. TITLE: SF-550180_SugarCoveCreek_SR1369 o; I sr 11s'11 ��
Y1 =5.2' w, =19.9 Floods Evaluated: Fre Q Elev. Backwater Brid e Velocit ; �'' I r I ,' `y ,l r
Q1 =1198 cfs w =23.0 (yr.) (c.f.$) (ft.) (ft.) g Opening.p.s.) Y o T , ,
z @ River Station Q2 280 2296.2 1.2 6.5 L ti x 2C
Q2 =1071 cfs Y. =4.2' 727 Q10 700 2297.6 0.9 7.8 `"' '" '
V _ .r,.
ll
K� =0.69 Yz =4.3 Q25 950 2297.4 0.0 8.7 IA �Q0�ld�®9� y
Ys =0.1' Q100 I I J
1400 2298.5 0.0 10.0 , �-� 4;,-
APPROACH XS RIVER STATION: 853 ' Q500 1800 2299.4 0.0 10.9 ; > , \`,`��ll C 11 R//��//
Waterway Opening Provided Below: Design W.S. Elev. 109 SF 100 yr. W.S. Elev.. 140 SF Total 206 SF �Y; Designed by: DAVID B. PETTY, PA S �?��Q-��ESSj Off ��<5
Qw ENGINEERS Q,° �( O .�
Average Channel Velocity (Design) 10.7 f.p.s. Average Overbank Velocity (Design) 2.0 fp.s. Dc I Assisted by: ZACHARY J. RICHARD,PE Z. �•4o SEAL. T...
ip Date 8'9/2018 °`Computed Scour : General . ft. Contraction 0.1 (100yr) ft Local - ft. Project Engineer : RANDY C. HENEGAR, PE , 69it9A8=
Is a Floodway Revision Required? N/A N- Reviewed by: - /- 04 ��//�gli10 'E \\��