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Taken @ River Station 18935 Drainage Area 2.38 SQ. MI. Source USGS STREAM STATS 8 RURAL BLUE RIDGE BRIDGE SURVEY & HYDRAULIC DESIGN REPORT0,/ Design: Discharge . 750 c.f.s. Frequency 25 yr. Elev. 2339.7 ft. River Basin LITTLE TENNESSEE Character (WOODED AND FARMLAND) so co N. C. DEPARTMENT OF TRANSPORTATION Base Flood: Discharge 1100 c.f.s. Frequency 100 yr, Elev. 2341.5 ft. Stream Classification (Such as Trout, High Quality Water, etc.) CLASS C, TROUT In DIVISION OF HIGHWAYS 3�( HYDRAULICS UNIT 41� Overtopping: Discharge 820 c.f.s. Frequency 25+ yr Elev 2341.0** ft. Data on Existing Structure 1@25'6",TIMBER DECK ON I-BEAMS, END BENTS & INT. BENTS: U RALEIGH, N. C. ** OVERTOPPING ELEVATION REPRESENTS LOWEST HIGH POINT ON DECK/ROADWAY, TIMBER CAPS AND TIMBER POST/SILLS Total WaterwayOpening 73 s.f. WHICH OCCURS @ -L- STA 13+30 RT Waterway Opening Below 100yr. WS EL. . 73 s.f. Ov ' Debris Potential: Low X Moderate High Total 100 Flow Area . 189 s.f. ri I.D. No. SF-550181 Project No. 17BP.14.R.207 Proj. Station -L- 13+00.00 ADDITIONAL INFORMATION AND COMPUTATIONS ; w ~ County MACON Bridge Over TELLICO CREEK Bridge Inv. No. 0181 Data on Structures Up and Down Stream STRUCTURE: 1.0 MILES U/S ON INDIAN BRANCH AT SR 1369 SR 136E HYDROLOGY: USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS (TELLICO RD)J STRUCTURE #550218, 1@20'6"; TIMBER DECK ON TIMBER JOISTS, BED TO CROWN=9' On Highway SR 1369 (TELLICO RD) Between SR 1408 (DEWEESE RD)and (SUGAR COVE RD) 100% HYDROLOGIC REGION 2 BLUE RIDGE STRUCTURE #550119, 1@256 , TIMBER DECK ON I-BEAMS, BED TO CROWN=B D/S STRUCTURE: 0.9 MILES D/S ON TELLICO CREEK AT SR 1369 (TELLICO RD), n Recommended Structure 1@55'; 21" CSU WITH VERTICAL ABUTMENTS (2'-6" DEEP CAPS WITH SHEET-PILES) ( ) co NCDOT DISCHARGES Design Control Elev. - 2341.9' (EXISTING 100 YR. WSEL AT HEC-RAS RS 18935 (U/S TOE)) o fV 0.736 Q10= 288 (DA) = 549 -> SAY 550 cfs Gage Station No. . N/A Period of Records WA o Recommended Width of Roadway 24'-6" CLEAR ROADWAY Skew 120 DEGREE 0.724 ' Qzs = 398 (DA) = 750 -> SAY 750 cfs Max. Discharge N/A c.f.s. Date N/A Frequency WA Recommended Location is ( Up,.Down) Strcam from Existing Crossing. 0.713 Q100 = 575 (DA) = 1073 -> SAY 1100 cfs Historical Flood Information: ** NEVER OBSERVED OVERTOPPING OF EXISTING BRIDGE Latitude 35.27614 Qsoo = 794 (DA)0.704 1470 -> SAY 1500 cfs - - LL Longitude -83.53778 MAIL CARRIER Period of t DateElev. ** ft. Est. Freq. yr.Source Knowledge 8 yrs. NO RESPONSE. Period of o; Statewide Tier ElRegional Tier ❑ Sub-Regional Tier Date .Elev. ft. Est. Freq. yr.Source BRIDGE MAINTENANCE Knowledge yrs. • Period of ,1' Bench Mark is BM#1: -L- 12+29 21' RT (10" SPIKE SET IN BASE OF 28" POPULAR TREE) Date . Elev. ft. Est. Freq. yr.Source Knowledge yrs. m, Northing 586407.39 Easting 646078.44 Elev. 2342.97 ft. Datum: NAVD 88 Historical Scour Info. : General - ft. Contraction - ft. Local - ft. Temporary Crossing EXISTING BRIDGE 0.05 ft/ft Source SITE SURVEY 2335.0 Channel Slope Normal Water Surface Elev. ft. z Manning's n: Left O.B. 0.08-0.10 Channel 0.05 Right O.B. 0.10-0.15 Source FIELD OBSERVATION m *.. t $ '' ! (�. �4 Non-Encroachment ` Flood Study/Status NO STUDY Established? N/A ° _' tP,6 ,.I, If VI ;bt"° I,, I 1' Flood Study 100yr. Discharge WA c.f.s. WS Elev.: With Without O. ,: '':'�'f r l', .. ' 1�.. ''F , ,' . I 1 "I ,' t , • #II Non-Encroachment- WA ft. Non-Encroachment N/A ft• in; ram' z t'r 2` r 1, 1( rt r'r 'T •VIII 4 $ .�1 - ! , ' w c� b 1..N Nk# +t.YI L �),ih+4r wa+ma ua v. y" + Y 3 COMBINED ABUTMENT AND CONTRACTION SCOUR (NCHRP 24-20 EQUATION): DESIGN DATA o .:. .. IL' 6,7 z 1 ' f r Y_ A Yc=Y1(g2Zq,) Y1 =4'2 Hydrological Method USGS SIR 2009-5158 RURAL REGRESSION EQUATIONS p ', y y4 is 2 NOTES: - ,' `? I I '.1 , r~, Yc=2.3 q 2 c 820 /40.4=20.3 ft/s Hydraulic Design Method HEC-RAS V. 4.1.0, HEC-RAS PROJ. TITLE: SF-550181-TellicoCreek_SR1369 1 ^' co, 4 1, THE 100 DISCHARGE EXCEEDS THE OVERTOPPING {{ q 1=655 /16.2=40.4 ft/s Floods Evaluated: Freq. Q Elev. Backwater Bridge Opening Velocity � ;1 ' ` •"A DISCHARGE, SO THE OVERTOPPING DISCHARGE o WAS USED FOR SCOUR CALCULATIONS. {yr.) (c.f.$) (ft.) (ft.) (f.ps.) Z f, a „. `^ N : --- • ':'*--';!-:- I.-.40, . . ,----.:,--cae:'.. @ Q10 550 2338.9 0.9 6.4 River Station 2. IBf>0.75, THEREFORE LIVE-BED CONDITIONS ; 18935 END BENT #1 AND #2: ASSUMED. Q25 750 2339.7 1.1 6.5 4 WINGWALL ABUTMENTS, Q100 L ,'@538(4�?i 2[J i U' 1100 2341.5 2.2 8.5 ; q2c/q1=0.50 -> FIG. -> aA=1.2 cn r 7 V ai x � { Q500 �, .. 1500 2342.E 2.5 11.2 Y =aA(Yc)=1.2(2.3)=2.8' u; \``��t 1 L 1 kk �1�lir/4 Yo-5.6 Waterway Opening Provided Below: Design W.S. Elev. 116 SF 100 yr. W.S. Elev. 128 SF Total 128 SF 0: FIGDesigned by: DAVID B. PETTY, PE S �� A'� •ES•3 ROf/,,. J� ENGINEERS `�O,•Q O . 1, ...- YS=Y Yo - Average Channel Velocity (Design) 6.5 f.p.s. Average Overbank Velocity (Design) _1.3_f.p.s. I-; Assisted by: ZACHARY J. RICHARD, PE = ;at SEAL ��' ipip Date 8'102018 Q3�gg� '•'' Y =2.8'-5.6'=-2.8'->0.0' 0.0 (OT) 0.0 (OT) /�,� s , Computed Scour : General ft. Contraction ft. Local ft. g, 22 Project Engineer : RANDY C. HENEGAR, PE -.;,,.V' g 1a /$` Is a Floodway Revision Required? WA N Reviewed by: ;,. . - '-----� - •�Q,�17�Ge p ��♦,`