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SITE DATA NO FEMA STUDY
INFORMATION TO BE SHOWN ON PLANS :
WS EL. Taken @ River Station 8161 Drainage Area 10.5 SQ. MI. Source USGS STREAM STATS °',
fr 1(7
RURAL BLUE RIDGE ; M; BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
Design: Discharge . 1200 c.f.s. Frequency 5* yr Elev. 2009.2 ft. River Basin LITTLE TENNESSEE Character (WOODED AND FARMLAND) �.
N' N. C. DEPARTMENT OF TRANSPORTATION
Base Flood: Discharge . 3100 c.f.s. Frequency 100 yr Elev. 2014.4 ft. Stream Classification (Such as Trout, High Quality Water, etc.) C,Tr , ; DIVISION OF HIGHWAYS IA 1
tx; HYDRAULICS UNIT
Overtopping: Discharge 1600 c.f.s. Frequency 10 +/- yr Elev 2010.1 ft. Data on Existing Structure 1@40'6",TIMBER DECK ON I-BEAMS,END BENTS & INT. BENTS: ; v; RALEIGH, N. C.
*PROP. BRIDGE IMPROVES PROP. RT. DITCH @ DS FACE O;
LEVEL OF SERVICE TIMBER CAPS AND TIMBER POST/SILLS; 135°SKEW Total Waterway Opening . 162 s.f. ; u.
Waterway Opening Below 100yr. WS EL. 162 s.f. w; I.D. No. SF-550079 Project No. 17BP.14.R.211 Pro Station -L- 16+13.00
ADDITIONAL INFORMATION AND COMPUTATIONS Debris Potential: Low X Moderate High_ a., I I
Data on Structures Up and Down Stream �; County MACON Bridge Over TELLICO CREEK Bridge Inv. No. 0079
U5 STRUCTURE: 0.3 MILES U5 ON TELLICO CREEK AT SR 1368 o; SR 1369 SR 1368 SR 1367
u`n, On Highway (TELLICO RD) Between (RINEHART CREEK RD) CABE COVE RD
HISTORCIAL FLOOD INFORMATION (RINEHART CREEK RD), STRUCTURE #550080, 1@30'b"; TIMBER DECK ON I-BEAMS, BED TO CROWN=13' Iand _ _ _ _ _ _(_ _ _ _ _ _ _ _ _ _ _ _ )_ _ _ _ _ _ _ _ _
RALPH CANNADY, PE, DIVISION 14 MAINTENANCE ENGINEER, STATED HIS OFFICE HAD NO RECORD THAT STRUCTURE STRUCTURE:#50.5 MILES '6";DiS TIMBER TELLICO CREEK AT I-BEAMS,SR13 BED7 (CABE COVE=8', : N' Recommended Structure 1@56'; 27" STEEL GIRDER ON 10" DECK BRIDGE W/2.5' DEEP CAPS,VERTICAL
#550273 1@40 6 DECK ON TO CROWN �.
BRIDGE 550079 HAS EVER FLOODED IN THE PAST 20 YEARS. Design Control Elev. 2010.0' (EXISTING 5 YR.WSEL AT HEC-RAS RS 8161 (U'S TOE)) : (NI, SHEET-PILE ABUTMENTS, & 32" ALASKA RAIL
o;
o;Gage Station No. WA Period of Records N/Ao, Roadway Recommended Width of 26'-4" CLEAR ROADWAY Skew 135 °
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im
Max. Discharge WA c.f.s. Date N/A Frequency WA v ; Up-, Recommended Location is ( At,-Down)- Stream from Existing Crossing.
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HYDROLOGY: USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS ; Historical Flood Information: ** NEVER OBSERVED OVERTOPPING OF EXISTING BRIDGE `L Latitude 35.27530 -83.50881
SEE ADDITIONAL INFORMATION AND COMPUTATIONS IL Longitude
100% HYDROLOGIC REGION 2 (BLUE RIDGE) Date - Elev. ** ft Est. Freq. - r.Source RALPH CANNADY, PE Period of 20
Y DIVISION 14 MAINTENANCE Knowledge yrs. Statewide Tier ❑ Regional Tier ❑ Sub-Regional Tier
Period of g 9 El
NCDOT DISCHARGES Date .Elev. ft.Est. Freq. yr,Source ENGINEER Knowledge yrs. N. BM#1: -L- 14+31.0, 27.5' LT (SPIKE SET IN BASE OF 20" TREE)
0.749
Q5 = 209 (DA) = 1220 -> SAY 1200 cfs Period of Bench Mark is
0.736 Date .Elev. ft Est. Freq. yr,Source Knowledge yrs. ; -' 585473.70 654736.19 2017.42 NAVD 88
m' NorthingEasting Elev. ft. Datum:
Q,o= 288 (DA) = 1630 -> SAY 1600 cfs Historical Scour Info. : General - ft. Contraction - ft. Local - ft. ;
0.724 ' Temporary Crossing EXISTING BRIDGE /PHASE CONSTRUCTION
Q25 = 398 (DA) = 2180 -> SAY 2200 cfs Channel Slope 0.029 ft'ft Source" USGS QUAD Normal Water Surface Elev. 2003.5 ft. Z
0.713
Q - 575 (DA) = 3080 -> SAY 3100 cfs - ' r` ..
u sky :�{1
,00 - Manning's n: Left O.B. 0.12/0.035 Channel 0.045 Right O.B. 0.035/0.12_Source FIELD OBSERVATION a) ' 1 �re0,
a rp r
Non-Encroachment ,.
0.704 9 9 2 i 5 • Y«r •r,
NOT STUDIED (MACON COUNTY FIS REV. 04-19-10) Established? N/A °- �`� "r Qs00 = 794 (DA) = 4160 -> SAY 4200 cfs
Flood Study/Status ,
�� ?• K i"Nr
Flood Study 100yr. Discharge c.f.s. WS Elev.: With Without o'cy a.-.* 40.
Non-Encroachment WA ft. Non-Encroachment WA f1. in. ¢° s
COMBINED ABUTMENT AND CONTRACTION SCOUR (NCHRP 24-20 EQUATION:) �' �. �
DESIGN DATA ; • _ ,,:
Yc=Y1(g2c/g1) Y1 =5.2
Hydrological Method USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS p ,. l ..
Yc=5.6' q2C =1600 /33.1=48.3 ft2/s NOTES: Hydraulic Design Method HEC-RAS V. 4.1.0, HEC-RAS PROD. TITLE: SF-550079_TellicoCreek SR1369 1 0.; •
sz
1. THE 100 DISCHARGE EXCEEDS THE OVERTOPPING t I o;
ql =1542 /35.0=44.1 ft%s DISCHARGE, SO THE OVERTOPPING DISCHARGE Floods Evaluated: Freq. Q Elev. Backwater Bridge Opening Velocityo' } �
(10-YR+/-)WAS USED FOR SCOUR CALCULATIONS. @ RS 8161 (yr.) (c.f.s} (ft.} (ft.} g p(f.ps.) g : Z •
Q5 1200 2009.2 0.5 6.7 ; ;. ;,. .. •
END BENT #1 AND #2: 2. LBf>0.75, THEREFORE LIVE-BED CONDITIONS c
ASSUMED. Q10 1600 2010.2 0.5 9.0 -- A
WINGWALL ABUTMENTS, 3.APPROACH XS=RS 8304 Q25 2200 2013.2 2.8 11.5 N '�"- µ-` .r;4p'` '""• • Da8(57112M
.
q2C/q1=1.1 -> FIG. 8.10 -> aA=1.6 4. CONTRACTED CHANNEL XS=RS 8072 BR U Q100 ; w, r` -
3100 2014.4 2.9 15.2 11
Y =aA(Yc)=1.6(5.6)=9.0' ; �tl,,,,<<
Q500 4200 2016.4 3.1 15.6 u, \`• ``,,�N CARQ''%,
Y°-7.8' ; Waterway Opening Provided Below: Design W.S. Elev. 178 SF 100 yr. W.S. Elev. 178 SF Total 178 SF �; Designed by: BEN J. HENEGAR, PE 1GS ;"'0 .••Vt'ck SSl ' '•�•�':
�. DAVID B. PETTY PE ENGINEERS .44.....t.0
7 A7; •�
Ys=Y Yo •
Average Channel Velocity (Design)11_b fp. . @ RS 8034 Average Overbank Velocity (Design) 1.0_f.p.s, W. Assisted by: ZACHARY J. RICHARD, PElip _ �SCAL'�i:� r
Date 10-31-18 _ ' �415$ •
Ys=9.0'-7.8'=1.2' - 1.2 O - E 0,
Computed Scour : General ft. Contraction ( ft Local ft. o Project Engineer : _ RANDY_C. HENEGAR_,_PE � /d-3)'18 ;q.
& Abutment m - '• Q'�
Is a Floadway Revision Required? WA N Reviewed by: / /% �//� Y'.1'v,Q' !I!GIN E <,,,