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INFORMATION TO BE SHOWN ON PLANS SITE DATA
WS EL. Taken @ River Sfiation 90257 Drainage Area 7.4 SQ.MI- Source USGS STREAM STATS/USGS QUAD MAP o
BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
Design: Discharge 1,800 c.f.s. Frequency 25 yr. Elev. 737.5 ft. River Basin CAPE FEAR Character REGION 1-PIEDMONT; RURAL -
� N. C. DEPARTMENT OF TRANSPORTATION
Base Flood: Discharge 2,635 c.f.s. Frequency 100 yr• Elev. 739.2 ft Stream Classification (Such as Trout, High Quality Water, etc.) WS-III LIJ DIVISION OF HIGHWAYS
L" HYDRAULICS UNIT i \ L L:
Overtopping: Discharge 4,500 c.f.s. Frequency 500+ yr. Elev. *742.3 ft. Data on Existing Structure 2 SPANS, 1@35'-o" AND 1@35'-5" STEEL PLANK DECK ON I-BEAMS W/TIMBER v RALEIGH, N. C. Ai 1
*OT OCCURS AT -L- STA. 14+54 RT (APPROX. 19' FROM SAG LOCATION) DUE TO SUPERELEVATION ROLLOVER Q
CAPS, 24'-1" OUT TO OUT WIDTH,22.6'CROWN TO BED Total Waterway Opening 432.8 s.f. W
Waterway Opening Below 100yr. WS EL. 432.8 s.f.
ADDITIONAL INFORMATION AND COMPUTATIONS Debris Potential: Low. Moderate X High O I.D. No. SF-400025 Project No. 17BP.7.R.128 Proj. Station 13+26.5 -L-
Data on Structures Up and Down Stream UPSTREAM STR. NO. 400564 ON SR 1107,0.6 MILES UPSTREAM; oN County GUILFORD Bridge Over POLECAT CREEK Bridge Inv. No. 0025
0
USGS RURAL REGRESSION EQUATIONS FROM SCIENTIFIC INVESTIGATIONS REPORT 2009-5158 TRIPLE BARREL,3 @ 9'X 13'RCBC; 18' BED TO CROWN- DOWNSTREAM STR- NO.400023 ON SR 3433, i On Highway SR 1105 Between SR 1007 and SR 3433
(E STEEPLE CHASE RD) (RANDLEMAN RD) (DAVIS MILL RD)
DA = 7.4 SQ.MI. 3.0 MILES DOWNSTREAM; 3 SPANS, 1@26'-4",1@50'-0",1@25'-8 21" CORED SLAB; 15.5' BED TO CROWN o, Recommended Structure 1 SPAN,39" PRESTRESSED BOX BEAMS, 1@105'w/4' DEEP CAPS
r-
O
IMPERVIOUS AREA % = 9.3% (FUTURE IMPERVIOUS FROM GUILFORD COUNTY ZONING DATA) Design Control Elev. 739.2 ft. (CORRECTED EFFECTIVE @ RS 90196 - FEMA 100-YR) N
N Recommended Width of Roadwa 30'-6" CLEAR ROADWAY 60°
REGION 1 - PIEDMONT Gage Station No- WA Period of Records WA yrs- o Y Skew
PRELIMINARY HEC-RAS o
RURAL RIDGE and VALLEY-PIEDMONT (SIR 2009-5158) SAY DISCHARGE Max. Discharge N/A c.f.s. Date N/A Frequency WA v Recommended Location is ( Up am-from-Emoting Crossing. 12.5' UPSTREAM
0.617 N
Qto= 398 7.4 = 1368 i�
( ) 1,400 cfs 1,417 Cfs Historical Flood Information: Period of Latitude 35.953492 Longitude -79.811706
0.606 DONNA JENNINGS
Q25= 537 (7.4) = 1,806 1,800 cfs 1,869 cfs Date 9/2018 Elev. 738.8 ft.Est. Fre 50+ Source LOCAL RESIDENT 40
0.60o q yr. Knowledge yrs.
Q = 661 (7.4) = 2 197 RECENT HIGH WATER Period of Statewide Tier ❑ Regional Tier ❑ Sub-Regional Tier ❑X
so 2,200 cfs 2,271 cfs Date 122018 Elev. 737.7 ft.Est. Freq. 25+/yr.Source (SURVEYED ON V32019) Knowledge WA yrs.
Qtoo= 776 (7 4)o.59a - 2,54$ 2,500 Cfs 2,635 Cfs Period of d Bench Mark is TBM2,-L- STA. 13+89.61,81.60' RT, SPIKE SET IN 22" GUM
Date Elev. ft.Est. Freq. yr.Source Knowledge yrs. r'
0.583 m Northing 802873 Easting 1759800 Elev. 732.65 ft. Datum: NAVD 88
Q500= 1,072 (7.4) = 3,443 3,400 cfs 3,556 cfs Historical Scour Info. : General WA ft. Contraction 8' ft. Local WA ft.
AFTER COMPARISON,THE 100-YR DISCHARGE FROM THE PRELIMINARY HEC-RAS MODEL SHOULD Channel Slope 0.0018 Mt Source FIELD SURVEY Normal Water Surface Elev.. 728.1 ft.
o Temporary Crossing NOT REQUIRED, OFFSITE DETOUR PROVIDED
Z �� a V�1t t t '.''• / ld �' h , ',
BE USED TO DESIGN THE PROPOSED BRIDGE. Manning's n: Left O-B- 0.14 Channel 0.04 Right O.B. 0.14 Source FIELD SURVEY m \ ,1 .``d , 4 `' ' ': '
FEMA PRELIMINARY DETAILED STUDY - o 0IP'-". ; . ,, I _ 1 / , � ` ' ` t!..\ - w ` y.
Flood Study/Status ZONE AE, PANEL #7850 Floodwa Established2 YES ` • 1 1 I
With Without o . f) `. *, " `. ' ---
LIVE BED CONTRACTION SCOUR: (HEC-18,5TH ED.,APRIL 2012) Flood Study 100yr. Discharge -__2,635--c.f.s. WS Elev.: Floodway 740.6 ft. Floodway 740.3 ft o r " ,i I A { , L t p 4. F
Y = Y [Q /Q]� ]K, @ River Station 90196 1 s l •• {`7. Ie '_��--T-- i t. I -
z t 2 1 t z u pR j i '\ ♦i • l�
Ys= Y-Yo Yo = 11.39 o r� �;t-' I t Ts* - _ ,
DESIGN DATA '`.- -Til t. a�yri7 - - �, °- L ,3
RS 90548: W = 21.90 Q = 896.32 Y 11.07 Kl = 0.69 H drological Method USGS RURAL REGRESSION EQUATIONS COMPARED WITH FEMA PRELIMINARY DISCHARGES ' , ;, 1 ,1 T ,;
1 1 1 - Y g• r.m ` -: - S" _ r .N, 41, _ r k. .� ,,,, r 2 kh\` '
RS 90157 BR: *W = 21.90 Q 1964.40 H draulic Desi n Method HEC-RAS 5.0-6 FILENAME: 400025 PolecatCreek SR1105. r• , ,' , -P ,-` '' ,� '''
2 2 = Y g _ PI
6/7 D.69 O ',• ye„.i* r� r < , ',
Y2= 11.07 i964.40/846.32 21.90/21.90 = 21.69 � y b 4 '
[ ] [ l Floods Evaluated: Fre Q Elev. Backwater Brid e O enin Veloci o � r M,-- '' ' d
q• 9 p 9 tY
(Yr.) {c.f.$) (fi.) (fi• O ,,;� �, ' sfa' ' ; �r,�s«� e., �.:
Ys = 21.69- 11.39 = 10.30 ft. ) (f.Ps.) {. Q Y ,„ y - , ,..
,oave @ River Station 10-YR 1,400 736.7 0.1 2.8 Z � ��" �' ; ` '; ;� �. > `� `
* 90257 > x ' '.4 . , , �' v' ( `. _ `i,
25-YR 1800 737.5 0.0 3.2 c ~` � ,P* r v� ��'M _
STREAM CHANNEL HAS ALREADY BEEN SCOURED AT THE BRIDGE OPENING SO THE WIDTH AT THE BRIDGE �s���9 . ��'i 1 `,ap� � `
OPENING W WAS SET TO BE THE SAME AS THE APPROACH WIDTH W TO GIVE A MORE ACCURATE -- { .:-.PI: 4 Y X
ESTIMATE�OF THE ACTUAL CHANNEL WIDTH TO BETTER CALCULATE THE tTHEORETICAL SCOUR DEPTH- 50-YR 2 200 738.3 0.0 3.5 7= Y , ~ ,k-f4 d t i� � X'' �'` f �. t0
N R : . ,,,f.i :y-+/ i s % ',
100-YR (FEMA) 2,635 739.2 0.1 3.8 �c r .. .r ",,�.�;��a` ` �`. �,. ., �:
W
NOTES: W M Fu ao.a�
500-YR 3,400 740.5 0.2 4.3 U Fuquay Varino,NC 27526 """'�%.;;:
M019)552-2253 a.\U C A RO
VMOTT [phone](Fa„) '.4.40� `•,•••... • /A, ..i•
1- NO UPSTREAM OR DOWNSTREAM STRUCTURES THAT WERE IN PLACE AT THE TIME THIS PROJECT Waterway Opening Provided BelowOesign W.S- Elev. 567.5 s-f-,100yr W.S. Elev. 704.1 s-f-,Total 892.5 s-f-, ,,, MncooNeu� ww.mattmaccam _ •.F� 0 q
Designed by: NC LICENSE NO.F-0669 • .. /Y,qi''
LT = 0.6 O = •Q C
WAS DESIGNED WILL BE ADVERSELY AFFECTED BY THE PROPOSED BRIDGE. Average Channel Velocity (Design) 3.3 f p.s. Average Overbank Velocity (Design) RT = 0.8 f.p.s. a Assisted by: TJC Date A "
WA 10.3 A
2. STREAM BED MATERIAL IS SAND WITH SMALL COBBLES. Computed Scour : General ft Contraction ft. Local W ft. a Pro)ect Engineer : ELENI M. RIGGS, PE , ��,•� J -
.FNGI NEE ••'� .$
Is a Floodway Revision Required? MOA TYPE 2A (MAXIMUM DECREASE = 0.2') v► Reviewed by: __ �',.<2, �VC'.4'','jin/19