20120285 Ver 1_Maps_20100510

INFORi.iATION TO BE SHOWN ON PLANS
Design: Discharge _ _ .. _ _ _ _?��9�_ _ __. _ _ _ c.fi.s. Frequency_ _ . _ _ _ _ _ _ _ ��_ _ _ _ _ _ _ _ _ _ _ yr. Eisvation _ _ _ _ _ _ _ _ _ 570.1
@ RS 72961
Base Fiood: Discharge _ _ _ _ _ _ _ _ 69��a0 _ _ _ _ . _ _ c.f.se Frequency_ _ _ . _ _ _ _ _ _ � o� _ _ _ _ _ _ _ _ _ _ Yr. Elevation _ _ _ _ _ _ _ _ _571.73
@ R5 7296� _____________
Overtopping: Discharge _ _ _ _ _ _ _ _ _ _ _-_ _ _ _ _ _ _ . _ _ c.f.sa Frequency_ _ _ _ _ _ _ _ _ � �QO _ _ _ _ _ _ _ _ _ Yr. Elevation _ _ _ _ _ _ _ _ b04.22
@ RS 72961 �@ SAG STe4. 341 +22.39
ADDITIOR:�=:� INFORMATION AND COMPUTATIONS
Channel and Bank StabilTty_ __��NG 5TIREAM BANKS ARE STABLE AND YEGETATED.
Reservoirs, Water Resource ProJect�, �ther Flood Controi Pro�ects �'�� CROSSING IS LOCATED WI'r9i1N 1'HE LIMITS
----------------------------------------------------
OF tAKE WYLIE. PER DUKE ENERGY, TF6E' �IORAAAL POOL ELENA�TIt'�P�4 IS 569.4 {NAVD $8�.
------------------------------- - ----- - -------------------------- - - ------ - ----------------------- - --------------- ------------- ------- -
FEMA FIS: Q�o = 3b100 cfs
Q 50 = 579Q0 cfs
Qtoa = 69100 cfs --------------------------
Q sna = 100000 cfs
DECK DRAINAGE:
_ _ _ _ DECK_ DRAINS_ SHALL BE INSTALLED_ _ � _8' CENTERS _ IN _ ACCORDANCE_ WI'PFf_ _'THE_ FOt1.OWlt�lG _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
WBL� STA.313+53 TO STA_338+17 �L7.�_
____EBL__STA_314±88_TO_STA._338+9&_�IRT.�________________________________
SPREAD_ CALCULA7'IONS:_
___ WITHOUT_ DECK _DRAINS:_ _ DA ___ _ 2:8� AC, C= U.9, i= 4 irvhr, t2 = 10.15 cfs
---------------- ------------ - - ------------------------____- - -----_____------------__
SLOPE = 0.020 f�'t, GRADE = 0.006$ �'4, SPREAD = 18.4$ �t
_ _ _THE_ MAXIMUM_ _ COMPUTED_ _SPREA�_ _ �S_ 3.14' AT S'1'A._3i4+88, WHIC6-� _ IS LESS _THAN _ THE E\LLOWABLE__ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _ _THE_ PROPOSED _ BRIDGE _ SHOULDER _`_+±t�IDTH _ IS_ 10 fF.
�f
' "°°'_'_""'_____'°_'_____""°'°"'_'__"_______°""'_____'_'_"°"""'__""
t�lOTE: SCOUR COMPUTATIONS FOR �.8�- BRIDGE
SCOUR COMPUTATIONS:
CON7'RACI'IDN SCOUR: Ys/Y, _ ��2/Q, )�'x (W� /Wz )k'; Ys = YZ - Yo
----------------------------- ----------------------------------------------------- - - - ------------------------------------------------------
104 YR: Q2 =6fi094 cfs, Q� =68865 ¢�F�, W, =1330.9 ft, WZ =1432.9 ft, Y, =18.7 ft, Yo =19.4 #�, K, =0.69
Ys = 17.2 fi- 19.4 ft, YS =�.0 ft
5A� YR: Q2 =94818 cfs, Q �=99153 �, W,=1374.7 ft, W Z=1432.9 �t, Y, =21.b �P, Yo =22.9 ft, K,=O.&9
^----^---- YS = 20.2 ft- 22.9 ft, YS =�.0 f�
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SITE QATA
Drainage Area _ 20�"�_ _ Sq. Mi. Source ______ FEMA FIS River Basin ___�TAWBA Character RURAL_
-_------ ---
PIEDMONT
Stream Classifica-ion (Such as Trout, High Quality Water, etcJ ___.. _ W�c B� �
____ _____________ ____________ ____
Qata on Existing :atructure. ____ WA_ -_NEW I.00ATION
------------------------ - -------------------- - -------------------------- ----------------------------- - - --- ----------- - -------
Data on Structu��as Up and Down Stream-----------------------------------------------------------------------------
UPSTREAAA: G.4ST09�' �R-91, US 74, BRIDGE LENGTH =1124', H'i'. CROWN TO BED =40'
-----------------------------------------------------------------------------------------------------------
DOWNS'PREAM: ME�;I�LENBURG BR-23, NC 49, BRIDGE LENGTH=1,417', HT. CROWN TO BED=74'
-------- - ----------- - - ------------------------- ------------------ ---- ------
Design Controi Elc- .��. - - - - - - - _ �72.71 (IXISTING Q �oo_ WSEL @ RS 72961 + 1.0')
----------------------------------------------------
6age Station No- -------------_ _---------------- Period of Records ---------------_---
Max. Discharge ____----------- ------------- cfis Date ----------- ------__--- Frequency ---------
Historicol Flood ir�=ormatione
Period ofi
Date___-___sEle�ro_____-_____ Est.Freq.________-________Source___________-____________Knowledge_.___-_____
Period of
Qate__ -____Ele�,�o----- _--- Est. Freq---------- ---------Source _----------- ------------ Knowledge----- __---
Historical Scour 1�-.�fo.: General---------- ---_---_- Contraction-_--------- ----------_ Local -------_- ----_-----
Channel Slope _ _ _ _ �°��a2 _� _ _ _ _ Source _ _ _ _ _ _ _ _ _ _ FEMA _ FIS _ _ _ _ _ _ _ _ _ _ _ _ _ _ Normal Water Surface Elev.._ _ _ 5b9.4 ±
Manning's n:Left :�.B.------ �.10------- Channel --- 0.033 ^_ Right O.B.----- a.14------. Source------FEMA F9S
FEMA DETAILED STUDY, GASTON CO. 9 28-07 Floodway
Fiaod Study / St���tus _ _ _ _ _ _ _ _ _ FEMA DETAl1.ED STUDY, MECKLENBURG CO. 3-2-09 Estabiished? _ _ _ _ _ �§ _ _ _ _ _
Flood Study 100 ,�:-o Discharge. b9,100 With Without
_ _ cfs ; W.S. Elev. a Floodway . _ �72�67 _ _ft Floodway - 5�'�� _ _ _ft
@ RS 73853 {EFFE�T�VE MODELj `
DESIGN DATA
Hydrological Meth+��� -----------------------------------FEMA FIS
Hydraulic Design It�Gethod _ _ _ _ _ _ _ _ _ _ _ _ _ _KEG-RAS v. 4.1.0
____________ ___________________________________________________________
Floods Evaluatede �req. Q Elev. Backwater Bridge Opening Velocity
@ RS 72q6� tyrJ (cfis) tfit) (ft) (fit/s>
- - 9,r (FEAAA} - - - - - -36,100 �69J U.01 1.4
- ------___ - ---- --------------- ------------ - -
--�ir�_(FEMA)-- --- 57,900 ----_570_1----- ----0.02--- ------2.2 -----
1�'��_ tF�)-- ----69,100---- ----571.73---- -----0.02----- ----- �=4------
��t,�i {FElVtA} ---100,040 --- --- 575.3 ---- ----- 0.01----- ----- 2-9------
Waterway Openin� Providesi _ _ _ _ . _ _ _ _$9,951 sf BELOW LOW CHORQ
_____________________________
@ R5 72961
Averoge ChannelC«:':Piocity tDesign�--_-- 2.14_#.p.s----- • 0.34 f. s
_ _ Average Overbonk Velocity (DesigN_ _ _ _ _ _ _ _ _ _ _ _P: _ _ _ _ _ _
Computed Scour: General _ _ _ _ _ _ _ _ _ _ -_ _ _ _ _ _ _ _ _ _ _ _ Contraction _ _ _ _ _ _ 100 YR=0.0 _ft _ _ _ _ _ Locai _ _ _ _ _ _ SEE SCOUR
-------------------
500 YR-0.0 ft COMPUTATiONS
Is a Floodway Re� �:�sion Requlred? _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �
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2 OF 2
BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
N. C. DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
HYDRAULICS UNIT
RALEIGH, N. C.
I.D. No. _ _ _ _ _ _ ��321 - _ _ ProJ. Station . _ . _ _ 32b+18.33 -K3- WBL
------- ProJect No- ------------------------------- _-____------------------
32b+57.77 -K3- EBL
County GASTON CATANBA RIVER ______________________ Stru. No. ___ '______
--------------------------- Stream------------------------------------
� On Highway ----GARC►EN_ PARKVYAY---- Between ---------��----------------- ond --------I-485_/NC_ 160 ---------
' Recommended Structure _ _ _ _ �4° TYPE IV PRESTRESSED CONCREfE, l SPAN! @_ _ 103'-11",1_ SPAN _ @ _ 102'-6", _ _ _
�; 2 SPANS @ 83'-0", 22 SPANS @ 91'-0",1 SPAN @ 92' 2' TOTAL WBL BRIDGE LENGTH = 2466'-6"
; ------------------------------------------------------------------------------------------------------------------------------------
' �4" ME IV_ PRESTRESSED CONCRETE,1 SPAN _ @ _ 103'.11",1 SPAN- - @- -102'-6", 2 SPANS_ � 72' - 5"' - - _ - - - - - - - - - - - - - - - - - - - - -
o_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _
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.F 22 SPANS @ 9�'-0",1 SPAN @ 92' 2' TOTAL EBL BRIDGE LENGTH = 2445'-4"
U----------------- ------------------------------------------------------------------------------------------------------------
m NEW LOCATION
o Rscommended Location is Up, At Down Stream from Ex ist ing Crossing_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
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� Recommended Width of Roadway _ _ _ _ _ _ _ _ _ _ _ _ �?4' - 0° (SP TO SP) 60 °
, ------------------------------------ Skew ------------------ - -----------
� ; Bench Mark is . _ _ _ _ _ _ �Q :DATA AYAILABLE
- - - ------------------------------ - - ------------ ---
-----
�;
� ------------------------- Elev. ------------------- fit Datume ----NAVD 88
; NOT REQUIRED, CONSTRUCTEI� ON NEW �OCATION
oTemporary Crossing ------------------------------------------------------------------------------------------------------
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m HNTB NOFITH CAROLINA, P.C. ��.� e��SS� °mo��'�.g�
L 343 E. Six Forks Road, Suite 200 � 0m �` ��a �
-1- Raleigh, North Carolioa 27608
N NC LiCense No: C-9554 � 9� � � q� °a �
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Designedby_ ___________________________________________________________________ � � a , �
ALISON SMITH EI , PHILLIP ROGERS PE ___ ����� 6�'��T�� I�Z
Assisted by: � ° � �
------------------ °-----------_____--------_'-
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ProJect Engineer: --------JAMES A. BYRD,-PE----------------- �°����e'� �S� °�A.°�°��o������
Reviewed by- ------------------------ - ---------------------- - Date ---------------- - - °�����s�������
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}} q'Z = SA 'LEZO'0 = f� `� E'£ _�A S/�} Z'0 = A •�IJI OOL •9Z 1N38
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�4 L'9 = SJl 9680'Q =� #6 8 ZL = A /�} 8 L = A •bA OOS
-----------------------------------------------------------; --------------------------__---------------------------------------
�.} 9'� = SJl ��9L0'0 =�� �F £'6 = �A `S/�$ E'L = A �bA OOL =�Z 1N38
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= S 'LLLQ'0 - � �# 0 OL = �Jl S/�f 1►'l = A ��IJI OOL ��Z 1N3S
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� L'L = SA `9L60'0 � � 9''i�l A /�} 0'� A '2IJl 045
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----__-_----� -£:` -------A ---------------- -_ � ___-------------------_ i---------__s-_---------------------------------:-- -------
- S °Lb80'0 - d '# Z'LL - Jl '/#} 0'Z = A �?1A OOL lZ 1N38'.
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____________� _g.` A _ � _ ______________�._________________________.____________________
______________e _____.___________..______________ __ _ +
= S '£�80'� - d "8� 0'bl -�A S/�I} l'Z = A �IJI OOL �OZ 1N38'
------------� -�:$ -------A ------------------_ � ___-------______-______-_ ---------s-------------------------:--____-------------
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__ __________________ ________e_ _ ___________ _ � ___________e________.__ � __________�__________ _ _________.__. ___._______________
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--__-- -----� -�:8 - -----A ------------------_ � ----_____-------------_ ----------l------------------------ - - -------
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---- ---------- ----------------- -- -
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------------------- ---------- -------- -_ - - ------ s------ - ------------------ --------------- - -
�1} 5'8 -----sJl-------,�'b80'0 =�d '�} L'SZ - �A � /�t 5'Z = A ��IA OOL =5L 1N3'8
------------------------�---Q----- ----------___------- -�---X-- -�A- -X--q--X-E----X-z---X--�---X------ -�--- _-s----
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S/�!} Z'ZE ° �------;0'L =�'?I 'CL =e�l '0'L =z�l `0'L =-��I ----�#F 0'L = o �21fiO�S'iVJO'1
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INFORMATION TO BE SHOWN ON PLANS
Design: Discharc�________37,000_______c.fos. Frequency___________5Q__________yr, ElevatTon_________573.8
______________
@ RS 22931
Base Flood: Dtscharc�3 _ _ _ _ _ _ _43,000_ _ _ _ _ c.f.s. Frequency_ . _ _ _ _ _ _ _ _ 100_ _ _ _ _ _ _ _ _ yr. Elevation _ _ _ _ _ _ _ �74 e92 _ _ _ _ _ _ _ _ _
@ RS 22931
Overtopping: Dischar�e _ _ _ _ _ _ _ _59,000_ _ _ _ _ _ _ cef.s. Frequency_ _ _ _ _ _ . _ _ > 500_ _ _ _ _ _ _ _ _ yr. Elevation _ _ _ _ _ _ _ _ _630.79_ _ _ _ _ _ _ _
@ RS 22931 �@ SAG STA 182+18.76
ADDITIONAL INFORMATION AND COMPUTATIONS
Channel and Bank Stav§Iity � _ _ �STING_ _STREAAA B,4NICS ARE STABLE AND _ VEGETATED._ _ _ _ _ _ _
- - ----------- - - ----_-_--_ _ _ - --------------------------- - - ---------
--------------------------------------------------------------------------------------------------------------------------------------
Reservoirs, Water Re�ource Projects, Other Fiood Controi Pro,jects __'��E CROSSINtG IS LOCATED WITHW THE LIMITS
------------------------------------------------------
OF _ LAKE WYLIE._ PER ��l9KE_ ENERGY, THE NORAA�L_ P(�C?� ELEVATION _ IS 569.4_ (NAVD_ _88j__ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
- - - - - - - - - - - -------------------
-------------------------- --------------- — -- — ---------- ------------ — --- — ------------°--------------------------------- — -- — ---- — -------
RURAL Q: Qio = 334 (660y o.662 = 24563 cEs SAY 25040 c6s
______________
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _Q 30 = b�2 �b60} = 37154 �fx SAY 37000 cfs
8.635
- -------------------------
---------------------- -
Qtoo = 745 (b60J °�625 =�30�9 cfs SAY 43000 cfs
-------------------------- �--------------}--------�---------
a.eos
Q 5po 1160 (664 58923 cfs SAY 59000 cfs
FF.hA,4 FIS: Q�o = 19b00 cfs
--------------------------------- - ---------------------- - --- - ----------------------------------------------------_____----- - --------------
Q 50 = SOZ$O CFS
--------------------------------------------- - --- - -- - ------- - ---------------- - --- - ------- - --------------- - - ---------------------
Q�oo = 35530 cFs ------------------------------------
Q �oo = 50050 cFs
— --° — ---°°------°-----------°----°-°°-------°---------- — --------- — --°°----------- — -------------------------------------------------°--°-
DECK DR�4INAGE:
DECK QRAINS 51�LL B� INSTALLED @�' CEhI°TERS li�! ACCORDANCE WITH THE FOLLOW9t�lG
WBL: STA.191+3�8 TO STA.207+06 �Li.}
------------------------------ - ---------- - ----- - ---- - - - - ----- --- - --------------- - - ----------------------------------------------- - --
EBL: STA.191+3�8 TO STA.207+94 {RT.j
SPREAD CALCULAZIiC�P�IS:
WITHOUT DECi6 DRAINS: DA = 1.60 AC, C= 0.9, i= 4 irvhr, C�2 = 5.7b cfs
SLOPE = OA20 f�if, GRADE = OAOb2 ft�i, SPREAD = 15.20 ft
---------- - -------------- ---------------------------------- - -------___-------__--------------------------------- - --------------------------
THE MAXIMUM ��'}MPUTED SPREAD iS �d.47' A'f STA. 207+06, WHICH IS LESS THAN THE ALLOWABLE.
_______ THE PROPOSED 81tIDGE SHC?ULDER WIDTti IS 1� �#.
-------------------- - ------- - ----_-__----------- - ----- - - ----- - - - - - __-_-----------___-------_____----- - ------------ - -- - ------ - ------
___---- - _--------- ---- - -- - ___- - - --_-------- - ------- ---- - -------------------------------------------------------------------------- - -
�
__._-_ _ �.. __.__ __ __ __Jw._
SITE DATA
D�� �inage Area _ _ b60_ _ _ Sq. Mi. Source _ _ _ _ _ _ _FEMA _FIS _ _ _ _ _ _ _ River Basin _ _ _ CATAWB�► Character RURAL_
PIEQMONT
S� ream Ciassiftcation (Such os Trout, High Quality Water, eta? _ _ _ _ _ _ WS'v� � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Qc �a on Existing Structure ----�_�!A-- NEV+!_ LOCATION---------------------------------------------------------------
----------------------------- - -------------------------- - ------------------------------ - ----- - ------------------- - - --- - ------
D�:�-�a on Structures Up and Down Stream-------------------------------------------------------------------------------
ItJI�STREAM__GASTON__BR-05, SR 2519 ARMS7itONG_ FORD ROAD, BRIDGE LENGTH=62Q', tR. CROWN TO BED=31°
���YVNSTREAM:_ GASTON _ BR-03, NC _ 273, BRIDGE_ LENGTH = 600', FIL CROWN _ TO _ BED =54' _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
--------------------------------------------------
D�:sign Controi Elev. - - - - - - - - �73.32 (IXISTING FEMA Q�aq WSEL @_ _ RS 22931 + _ _� _4s�_
.__e-------------------------- ----
G�sge Station No_ _______________-__________________ Pertod of Records ______._ -
--------------------------------------
N��.:::x. Discharge _____._______- ____________ cfs Dafie _________-_e___________ Frequency _________ -
N€`�toricai Fiood Information:
Period ofi
Date-- ---Elev.------ ----- Est.Freq.-------- ---------Source------------ -------------Knowledge------ -----
Period of
Date-- ----Elev.------ -_--- Est. Freq---------- --------- Source ------------ ------------_Knowledge------ ----
N:i�torical Scour infio.: General_________'__________ Contraction___________�____________ �Q�a� __________-___________
C.-��annel Slape _ _ _ _ 0.00002 _ FI'iFT_ _ _ _ Source _ _ _ _ _ _ _ _ _ . FEMA_ FIS _ _ _ _ _ _ Normal Water Surface Elev,_ _ _ _ 569_4_ ±_ _ _
Nli�inning's n:Left O.B._-----0.08 ------ Ghannel ---- 0.04----- Right 0.6.------0.08 FEN1A FIS
Source------------------ ----
Flc>od Study / Status _______ FEMA DETAILED STUDY, GASTON CO., 9 28-07 Floodway �S
-------------------------------------------------------- Estabiished? ._--------
FP��od St�dy 100 yr. Discharge. 35.53fl _ c-Fs ; W.S. Elev. : With Floodway_ ���•�a ft Without Floodway_577:06 ft
G RS 23701 (EFFEGTIVE MODEL}
DESIGN DATA
USGS RURAL REGRESSION EQUATIONS /FEMA FIS
N;;+drological Method ___________________________________________________________________________________________________
Ff;;�draulic Design Methad HEC-RAS v.4.1.0
Fl��ods Evaluated: Freq. Q Elev. Backwater Bridge Opening Velocity
C RS 22931 (yrJ (cfs) (ft) (fit) (fit/s)
-----10------- ---_as,000---- _____571_9----- ------ d.l_-- -- ------3.4 -----
50 ____37,000---- ---- 573.8 __-- ------ 0.1------ 4.1
----_100---- ---43,000--- ----_574.9---- ______Q.1.----- ------4.3___-
100 {FEMA)-- ----35,530---- ----572_43---- ------0-11---- - -___4.G-----
_____500---- ----54,000---- ---_ 577.b_--- ------0.1------ ____-_4.8-----
Ul�aterway Qpening Pravidesi _ _ _ _ _ $2�8�9 _sf _BELOW _ LOW CHORD
�;;�.rerage Ghannei Velocity (Design� _ _ _ . _ _ 3.77 _f.p.s_ _ _ _ _ _ _ _ qverage Overbank Velocity tDesigN_ _ _ _ _ _ _ _ _ - _ _ _ _ _
----
�r RS 22931
�;�mputed Scour: General _ _ _ _ _ _ _ _ _ _-_ _ _ _ _ _ _ _ _ _ _ _ _ Contractian _ _ _ _ _ 100_ YR=0.0_ ft_ _ _ _ _ _ Local _ . _ _ _SEE SCOUR
---------
____________________ 500 Yk=0.0 ft COMPUTATIONS
Iw a Floodway Revision Required? _ _ _ _ _ _ _ _ �S
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BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
N. Co DEPARTMENT QF TRANSPORTATION
DIVISION OF HIGHWAYS
HYDRAULICS UNIT
RALEIGH, N. C.
I.D. No. ______�321________ ProJect No_ _____________ -____.____________ ProJ. Station .____��g���4_75.-K3- WBL_ _
199+53.27 -1C3- EBL ---
County -------GASTOI�l----------- Stream------------ SOUTH_ FORK_CATAWBA _RNER -------------Stru. No. --- WA
� On Highway _---GARDEN_ PARKWAY ---- Between ------_ 1-85----------------_ and �__I--485_/fdC.160--------------
; Recommended Structure �" rn'E IV _PRESTRESSED_ CONCRETE _GIRDER,_ 1_ SPAN _ @ _ 89'-9°,13 S�PANS @ _ 88'_ 9",_ _ _ _ _ _
i:
' 2 _ SPAIVS _ @_ _ 97'-3°,1 _SPAN- - @- - 88' 10",1 SP,4N @_ _ 87'-1",- - - TOTAL WBL_ BRIDGE LENGTH _ = 161�' il°
' 54"IYPE IV PRESTRESSED_CONCRETE_GIRDER,_1_SPAN @_89,_9",14_SFAtdS @--88'-9",2_SPANS_@--72'--0"----------------
o - - -
z
.�. _1 SPAN__@__88' 10",_t SPAN_ @--87'=i"'---TOTAL_EBL BRIDGE_LENGTH = 1652'-2„
U- -------------------------- ----------------------------
m NEW LOCATION
o Recommended Location is Up, At Down Stream from Existing Crosstng_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
�
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� Recommended Width ofi Roadway _ _ _ _ _ _ _ _ _ _ _ 124' - 0" SP 'TO SP 90°
--------�--___-----j----------------- Skew --------------------------------
M; Bench Mark Ts ----- �O DATA AYAILABLE -------------------------------------------
----------
�� ------------------------- Elev- --------------------ft Datum, ------NAVD_88----
� Temporary Crossing _ _ _ _ _ _ _ _ �OT REQUIRED, CONSTRUCTED ON NEW LOCATION
o ______________________________
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______ ___ ____ __ ______e__________
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I -----------------------------------------______------------____-__--------------____-------___-------------___-----------------
-sNOi.���.naWO� �no�s

IN�':)RMATION TO BE SHOWN ON P�ANS
Design: Discharge _ _ _ _ _ _ _ _ 57,90�' _ _ c.f.s. Frequency_ _ _ _ _ _ _ _ _ _ 58_ _ _ _ _ _ _ _ _ _ _ yr. Elevation _ _ _ _ _ _ _ _ _ �7Q•1
______________
@ RS 72961
Base Fioode Discharge-__---69,103�,______af.s. Frequency-----_-_-1�0---------- Yr. Elevation_-------�71.73 ________
C}a RS 724lt1
Overtoppi ng: Discharge _ _ _ _ _ _ _ _ _ _ _-_ _ ___ _ _ _ _ _ c.f.s. Frequency_ _ _ _ _ _ _ _ _ � ��� _ _ _ _ _ _ _ _ _ yr. Elevation _ _ _ _ _ _ _ _ b04.22
�?a RS 72961 �@ SAG STA 341+22.39
ADDITI�NAL INFORMATION AND COMPUTATIONS
Channeland Bank Stability___�����__��_ �KS ARE STABLE AND VEGE'!'ATED.
------------------------------------- - - - --- ------------------------ - - - -- - --------- - --- - ---- - -------- - -------------------------------
Reservoirs, Water Resource ProJec 3 s, Other Flood Control ProJects 1��E CROSSIidG IS LOCATED WITHIN 'TFiE LIMITS
---------------------------------------------------------
OF LAKE Ydl(LIE. PER DUKE ENERGY, lif-�E IdORMAL POOL ELEVA�ION IS 569.4 (NAVD 88).
-------------- - ----------------------------- ----__-__-__-_ - ---------- - - - -- -----------------------------_______________---------_______---
-------------------- - ---- - ------------------------------------- - ------ - ---- - --------------------------------------------------------------
FEMA FIS: Q�o = 36100 cfs
Q 30 = ��9ao �
------------------------------------------- ------- - -- - - - - ----------- - - - - - ----------------------------------------------- - ---- - - ----
a,� = b9�oa �
---------------c�$oo_= �oa000 �
---------------------------------------------------------------------------------------------------------------------------------
DECK DRAIt�.GE:
---------------------------------------------------- - -------------- - - - -- - - - - - ----- - --- - ------------------------------- - --- - -------
DECK DRAINS StiALL BE INSTALLEQ @ 8' CENTERS IN ACC�RDAPtCE V�dITH THE FOLLOVVlNG
WBL: STA.313+53 TO STA.338f17 �LT.}____e__________________._
EBL: STA.314+88 TO STA.338+9�b (RT.}
sP�,u c�.euu,r�oNS: --------------------------------------------------------
WITFiOUT DECK DRAINS: DA = 2.$2 AC, C= 0.9, a= 4 iNhr, Q= 10.15 cFs
SLOPE = OA20 ft�t, GRADE = 0.0068 �t, SPREAD = 18.48 ft
--- ---------------------------------------------------------- --__ - --- - --------- - ------------------------------ - - - ----------- - -----_____
THE MAXIMUM COMPUTED SPRE�,� IS 3.14' AT S'�'A. 3�4+88, WHICFi IS l.ESS THAIV TiiE AL1.OM/ABLE.
P ED BttIDGE SHOULD�R W DTH OS 10 f6.
THE PRO OS 1
NOTE: SCOUR COMPUTATIONS FOR �YBL- BRIDGE
SCOUR COMPUTATIONS:
CONTRACTION SCOUR: Ys/Y, _{QZ/Q, }�'x {W� /WZ jk'; Ys Yz Yo
------------------------------------ --- -- ----- -- ------ ------- - -- - ------ ----------------- - -----
100 YR: Q2 =6G094 cfs, Q� =G8865 cfs, W, =1330.9 ft, WZ =1432.9 #�, Y, =18.7 ft, Y� =19.4 ft, iC, =0.69
---------- Ys = 17.2 ft- 19.4 ft, YS = 0.0 ft
=41 = 153. _ =142. V= Y - _.
500 YR: Q 2 9 8 8 cfs, Q � 99 cfs, W, 1374.7 fi, bV 2 3 9 fF, , 21.6 f�, o-22.9 fF, K, 0 69
Ys = 20.2 it - 22.9 ft, Y5 - 0.0 ft
--------- -------------------------------------------------------- - --- - - ---- - --------------- -------------- - ---- -------------------- -
�
SITE OATA
Drainage Arecs __ �,»�_ _ Sq. Mi. Source _ _ _ _ _ _ FEMA FIS River Basin _ _ _ CATAWBA _ Character RURAL _ _ _
PIEDMONT
Stream Classi-F���atton (Such as Trout, High Quality Water, etc.> ______ w''�� B� �`
Data on Existii-�g Structure. ____ WA_ -_NEW LOCATION
-------------------------------------------------------- - - - ---------------------------- - --------------------------- ---------------
Dato on Struc:-°s�res Up and Down Stream------------------------------------------------------------------------------
UPSTREAM: GAS�C,�N__BR-91,_US 74, BRIDGE_ LENGTH=1124', HT. CROWN '�O BED=40'
DOWNSTREAM: i�i�CKLENBURG BR-23, NC 49, BRIDGE LENGTH=1,417', HT. CROWN TO BED=74'
------------------....-----------------------------------------------------------------------•------------------------------------------
------------------..___---------------- - -- - ----------------------_______________- - ------ ----------------- - - ---------------------
design Controi = lev. _ _ _ _ _ _ _ _ 572:71 (EXISTING Q �po WSEI @ RS 72961 + 1.0')
-------------------------------------------
Gage Station �;��. ______________-_..______________ Period of Records '
----------------------------------------------
Max. Discharge _______________ -___________ cfs Date _______.___-.___________ Frequency ________-_________
Historical Flooai Information:
PerTad of
Qate___-___.i�lev.____-____ Est.Freq.________-_________Source __________-_____________Knowiedge___-_____
PerTod ofi
Date-- ----irlev.----- ----- Est. Freq---------- --------- Source ------------ -------------Knowledge----- -----
Historicai Scoui� Info.e General ' Contraction ' Locai '
---------------------- -------------------------- -----------------------
ChannelSlope.___�.00Q02 FGFT---- Source-----_-_FEMA_FIS------------- NormalWater Surface Elev,_- �69.-0' +
Manning`s n: Le��# O.B._ _ _ _ _ _ a��� _ _ _ _ _ _ _ Chan�el _ _ _ ��033 _ Right O.B. _ _ _ _ _ 0.10 FEMA FIS
------. Source-----------------------
FEMA DEfA1LED STUDY, GASTON CO. 9 2&-07 Floodway
Flood Study / :�tatus_ _ _ _ _ _ _ _ _ _FEMA DEfA1LED STUQY, MECKLENBURG CO. 3-2-09 Established? _ _ _ _ _ _ �S_ _ _ _ �
With Without
Flood Study I��u yre Discharge ._69,100 c-Fs ; W.S. Elev. : Floodway _ 572.67 _ ft Floodway -- 571'�b- - ft
@ RS 73853 (EF���CTIVE MODELj
DESIGN DATA
Hydrologicol Me :�hod _ _ FEMA FIS
Hydraulic Desi�r�� Method _ _ _ _ _ _ _ _ _ _ _ HEC-RAS v. 4.1.0
Floods Evoluat��: Freq. Q Elev. Backwater Brldge Opening Velocity
@ RS 72461 �Yr•� (cfis) (fit) tft) (ft/s)
10 (FEMAj ----36,100---- ---- 569.7--- ------0.�------ ------1.4------
50 (FEMA)-- --- 57,90Q---- -----570.1----- ------�-�------ ---_ 2.2_-----
�00 (FEM�°►}-- 69,1OQ 571.73 -----U.02----- ----- 2-4------
500 (PEMA) ---lOQ,000 --- ---- 575.3---- ------O.U------ ----- 2=9------
Waterway Ope�i::'�ng Providesi _ _ _ _ _ _ _ _ _�9,951 sf_ BELOW LOW CHORD
- - ------------- 9------------------------Y 9
@ RS 7296'6
Average Chanr::�G�l Velocity (DesignZ _ _ _ _ _ _ _?_19_ f.p_s _ _ _ _ _ _ _ Avera e Overbank Velocit (Qesi N_ _ _ _ _a.� f.p_s_ _ _ _ _
Computed Sco�;i�e General _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ Contraction _ _ _ _ _ _ 100 YR=0.0 f� _ _ _ _ _ Local _ _ _ _ _ _ SEE_ SCOUR
500 � YR=0.0 a ft COMPUTATIONS
is a Floodway f �vision Required? _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ �S
__ _ _ _ _ _. . _ __ _ ___ __
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BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
N. C. DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
HYDRAULICS UNIT
RALEIGH, N. C.
I.D. No. ______U'3321 _______ ProJect No_ _______________-________._______ Proj. Station .____326+18.33 -K3- Vt'�� ____
---------------- ---
326+57.77 -K3- �BIL
County GASTC?N CATAWBA RNER ____ __ ___________ Stru. No. ___".__.___
---------------------------- Stream----------------------------------
� On HTghway ---GARDEN_ PARKWAY---- Between ---------�5-------------------- and --------1-485 /NC_ 160__.-------
' Recommended Structure ____ 54" TYPE IV PRESTRESSED CONCREif, l SPAN Q 103'-11",1 SPAN @ 102'-6",
; --------------------------------------------------------------------------------.---____
�� 2 SPANS @ 83'-0", 22 SPANS @ 91'-0",1 SPAN @ 92' 2' TOTAL WBL BRIDGE LENGTH = 246fi'-6"
� ------------------------------------------------------------------------------------------------------------------------------------
54" TYPE IY PRESIRESSED CONCRETE,1 SPAN @ 103' 11",1 SPAN @ 102'-6", 2 SPANS @ 72` 5",
o------------------------------------------------------------------------------------------------------------------------------------
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{.. 22 SPANS Q 91'-0N,1 SFAM @ 92' 2' TOTAL EBL BRIDGE LENGTH = 2445'-4"
_____________________________________________________
� ----- -- -- - ------------- -
� NEW LOCATION
o Recommended Location ls Up, At Down Stream firom Existing Crossing. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
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� Recommended Width of Roadwa �24' - 0" (SP TO SP) �0°
. Y ------------------------------------------------ Skew ------------------------------
M; Bench MarK is _______ NO DATA AVAILABLE
--------------------------------------------------------------------------------------------------------
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_� --------------------------------------------------------------------- Elev. ------------------ft Datum: -----��_ �'�_
; NOT REQUIRED, CONSTRUCTED ON NEW LOCATION
oTemporary Crossing ___________________________________________e__________________________________________________._______
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