20140090 Ver 3_U-2579B str #19 Box culvert station 559+74 00_20160524

Carpenter,Kristi
From: Euliss, Amy
Sent: Tuesday, May 24, 2016 8:02 AM
To: Wanucha, Dave
Subject: FW: U-2579B str.#19 Box culvert station 559+74.00
Attachments: 20160523154258738.pdf; Sills & Baffles guidance in Box Culverts.pdf; Baffle
Design.pdf
Attached are the construction plans for the culvert. Also attached is a guidance document from Hydro on use of sills and
baffles. They're calling sills that are internal to the culvert baffles. I've always referred to baffles as going halfway across
the culvert as shown in the attached schematic I got from Heath. Regardless of semantics, I thought it might be useful
to you. This was presented at an interagency meeting in the past.
From: Panek, Lindsey F
Sent: Tuesday, May 24, 2016 7:50 AM
To: Euliss, Amy
Subject: U-2579B str.#19 Box culvert station 559+74.00
Amy,
Attached are the culvert plans for structure #19 station 559+74.00.
Thanks,
Lindsey
Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties.

01/06/2014
Guidance for When to Use Sills/Baffles in Box Culverts
The following is to be used as a guide to help the engineer in determining when to use sills/baffles in box
culverts. The guide is intended primarily for reinforced concrete box culverts but may also be applicable to
larger Aluminum Box Culverts, Corrugated Steel Pipes and Corrugated Steel Pipe Arches. The CulvertAvoidance
and Minimization Design Guidance memo dated 4/24/12 should be referenced for criteria to evaluate in culvert
design. The Native Material Specification Memo dated 1/6/14 should also be referenced for material to be used
to backfill sills/baffles.
Sills are vertical extensions attached to the culvert bottom placed at the inlet and outlet of the culvert. Baffles
are vertical extensions attached to the culvert bottom placed at designed intervals inside the culvert beyond the
sills located at the inlet and outlet. Sills can be used to retain the native material in the culvert as well as to help
prevent head cutting. Sills may be used at the inlet and outlet of the higher flow barrels of multiple barreled
culverts to help maintain the natural stream width and depth through one or more of the barrels. Baffles can be
used together with sills to help retain native material in culverts on steeper slopes. Sills and baffles may also be
used to help slow velocities in very steep culverts. Baffles can also be used together with sills to help create a
low flow channel in the culvert by varying the dimensions (height and width) of the sills/baffles. See figure 1
below for example of sill/baffle detail:
Low flow
channel barrel
Low flow sill set
at stream bed
elevation
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Figure 1-Sill/Baffle detail
High flow barrel with floodplain
bench Ca� inlet and outlet
High sill set @ floodplain bench
elevation
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01/06/2014
It should be noted that baffles and sills do not have to be alternating as shown in the above detail. Each stream
crossing should be evaluated by the engineer to determine the appropriate design. The engineer should
evaluate the need for using sills/baffles based on factors such as culvert width, stream width, culvert slope,
stream slope, culvert length, stream stability, bed material, propensity to head cut and the need for floodplain
benches. The following criteria may be used as a guide in determining when to use sills/baffles in box culverts.
Evaluate Culvert Width vs. Stream Width
Designing the culvert width to match the stream's low flow width is preferred if possible. The designer should
look up and down stream of an existing structure to determine the stream's low flow width, as the width of the
stream close to the existing structure is in many cases wider. If the culvert barrel width when compared to the
existing streams low flow width is such that the stream's low flow width and depth cannot be maintained
through the culvert, then the use of sills and baffles will be required to establish a continuous low flow channel
through the culvert barrel. The height of the sills and baffles should vary across the width of the culvert barrel to
provide a continuous low flow channel through the culvert similar to the natural streams low flow width and
depth. See Figure 2 for reference. The sills and baffles should be spaced throughout the length of the culvert to
hold the bed material and maintain adequate flow depth during low flow conditions. The culvert should be
buried a minimum of 1 foot and backfilled with native material. The top of the low flow sills/baffles should
match the stream bed elevation in the low flow channel.
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Figure 2- Sills and Baffles used to create a low flow channel through culvert

01/06/2014
Evaluate Culvert Slope vs. Stream Slope
If the culvert barrel dimensions are such that the stream's low flow width and depth can be maintained through
the culvert, then the culvert slope/stream slope should be evaluated to determine if sills and or baffles are
required to help retain the bed material in the culvert. In this case the dimensions of the sills/baffles does not
need to vary since the width and slope of the culvert will maintain the stream's low flow width and depth. The
purpose of the sills and baffles is to hold the bed material in the culvert and help prevent head cutting. The
following general guidance may be used when determining the need for sills and baffles based on culvert
slope/stream slope (stream stability and bed material should be considered also as noted below).
• If the culvert slope/stream slope is less than 1%, then sills and baffles are generally not required. Burying the
culvert a minimum of 1 foot below the stream bed and allowing it to fill in on its own should suffice. If the
stream is very unstable and the stream slope varies up and downstream of the culvert then the engineer
should evaluate if sills and baffles should be used. Typically unstable streams with less coarse bed materials
(sand and silt) may require the use of sills and baffles at slopes less than 1%.
• If the culvert slope/stream slope is between 1% and 2% then sills and baffles are generally required to help
retain the native material in the culvert barrel. The culvert should be buried a minimum of 1 foot below the
stream bed with sills and baffles. The sill and baffle height should match the burial depth and they should
be backfilled with native material. If the stream is very stable and if the stream slope is constant throughout
the length of the culvert as well as up and downstream of the culvert then the use of sills and baffles may
not be required. Typically stable streams with coarser bed materials (gravel, cobbles and boulders) would
be more likely to not require sills and baffles until you reach slopes above 2%.
• If the culvert slope/stream slope is greater than 2%, then sills and baffles are required to help retain the
native material in the culvert barrel. The culvert should be buried a minimum of 1 foot below the stream
bed with sills and baffles. The sill and baffle height should match the burial depth and they should be
backfilled with native material.
Floodplain Benches
For multiple barrel culverts where high flow barrels are required with floodplain benches at the inlet and outlet,
sills should be used. Sills should be placed at the inlet and outlet of the high flow barrel(s) and the barrel(s)
should be backfilled to the sill height with native material. The sill height at the inlet and outlet of the high flow
barrel should be above the low flow normal water surface elevation. See Figures 3 for reference. Figure 3
shows a multi barrel culvert with one barrel that matches the low flow stream width and the other barrel with
sills and floodplain benches at the inlet and outlet. The low flow barrel for this detail matches the streams low
flow width and does not require sills to retain the bed material. Figure 4 below is a picture of a multiple barrel
culvert with floodplain bench.

01/06/2014
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Figure 3-Sills in high flow barrel with floodplain bench
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01/06/2014
Wide single span culverts such as Aluminum Box Culverts may require floodplain benches at the inlet and outlet
to maintain the natural stream width up and downstream of the culvert. The sills for these types of structures
should be detailed to provide a low flow notch to match the stream's low flow width. See figure 5 below for
example detail:
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Figure 5-Sill with notch on wide single span culvert with floodplain bench
Sills/baffles in culverts are typically spaced at approximately 25' intervals. On slopes steeper than 2%, the
spacing may be shortened to an interval length of 0.5' divided by the slope of the culvert or as deemed
appropriate by the engineer. 10' is typically the minimum spacing used. The engineer should space the sills to
hold the bed material and maintain adequate flow during low flow conditions.
The engineer should detail the dimensions, locations and spacing of the sills/baffles on the CSR (or on a detail to
be included with the CSR) and note which culvert barrels should be backfilled with native material.

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BENCH MARK u5:RAILROAD SPIKE SET IN BASE OF 42"FORKED OAK,19'OFF OF NORTH
EP OF WESTON LAKE TRAIL, 427' LEFT Of STA. 557+�z —�—, EL. 866.68
C�ARORAIL
IROA�WAV DETAIL AND
PAY ITEMI (TYP.1
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LOCATION SKETCH
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50'-0" . 50'-0" . 50'-0' � .
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EL851.Of {\\ /-EL.850.0=
`EL 847.0'-
�EL. 850.0!
�-EL. 849.0!
EL.849.0±
6ARRIER WAIL
/— 100°-00'-00"
ITAN.TO CUftVE)
\��`1'-i`)"iA..,
� CULVERT
"25'6"J_ �24 6" I
�.---� ---- �E�
EL. 845.0±
E1.848.0'- �EL846A�
EL. 899.0 a
PROFILE ALONG � CULVERT
ORAWN BY : R. P. PATEL DATE : II-5-13
CHECREO 8Y : J.P.IACCARTHA DATE � 1i-8-13
OESIGN ENGINEER OF ftECOflO: R.P.PdTEI DATE : Q-Z9'�Q
�
845.01 � �EL.846.0�
EL 847Ak
ROADWAY DATA
GRAOE PL El. (J STA. 559+79.00 -L- =903.42
BEO El.lJ STA.559+79.00 -L- =844.79
ROAOWAY SLOPES =2:1
HYDRAt1LIC DATA
�•�;�•, '�111x�]rII[�7�ICI�iSel[ Ifsli}]
NOTES
ASSt1ME0 LNE LOAD ------- H1-93 OR ALTERNATE lOADING.
�ESIGN FIII'----------- 59.75 FT.
DETAILEO �RAWINGS FOR FALSEWORK dND FORMS FOR THIS CULVERT SHALL BE
SUBh1ITTED.SEE SHEET SN.
�ESIGN DISCHARGE =670 C.i.S. STEEL IN THE 80TTOM SLAB IAAY BE SPLICED AT THE PERIAITTEO CONSTflUCTION JOINT
FREOUENCY OF OESIGN fL000 =50 YR. pT THE CONTRACTOR'S OPTION.E%TRA WEIGHT OF STEEL DUE TO THE SPLICES WILL BE
DESIGN NIGH WdTER ELEVATION =852.0 pp2D FOR BY THE CONTRACTOR.
DRAINAGE AREA =246 ACRES
BASE DISCHARGE 10)007 =750 C.F.S. TRANSVENSE CONSTPIICTION JOINTS SNALL BE USEO IN THE BARREL,SPACED TO IIMIT
BASE HIGH WATER ELEVATION =852.9 THE POIJRS TO A MA%IIAIIM OF 70 FT.IOCATION OF JOINTS SHALL BE SUBJECT TO
APPROVAL OF THE ENGINEER.
OVERTOPPING F�OOD DATA
OVERTOPPING DISCHARGE =6704 C,F,S.
FflEOIIENCY OF OVERTOPPING FLOOD =50+ YR,
OVERTOPPING HIGH WATER ELEVhTION =852,0 NG
TOTAL STRUCTURE QUANTITIES
CuIVERT EXCAVATION LUMP SUTA
FOUNDA7ION CONOITIONING MATERIAL 591 TONS
CLA55 A CONCRETE
BARREL (0 5.113 CY/FT 1.577.8 C.Y.
BARREL (J 2.831 CY/FT 169.9 C.Y.
WINGS ETC. 19.4 C.Y.
SILLS ETC, 6,4 C.Y.
TOTAL 1.773.5 C,Y.
REINFOftCING STEEL
BARREL I54.279 LBS.
WINGS ETC. 964 185.
TOTAL 155.238 LBS.
PLACEMENT OF NATURAL
STREAM BED MATERIAL IUTAP SUTA
REOIJIRING OVER 400 TONS OF REINFORCINC STEEl.TWO 30 INCH SAAIPLES OF EACH
SIZE 8AR I15ED,THE BARS FROIA WHICH TNE SAMPLES ANE TAKEN MUST THEN BE
SPLICED WITH ftEPIACEMENT BdFS OF Tf{E SIZE hN0 LENGTH OF THE SAIAPLE,PLUS A
MINIAIUM LAP SPLICE OF THIRTY 8AR DIdlAETERS.PAYl�ENT FOR THE SAAIPLES Of
REINfOftCING STEEI SHALL BE CONSI�ERED INCIOENTAL TO VARI0115 PAY ITEIAS.
FOR Ct1lVERT OIVERSION CHANNEL �ETAILS AND PAY ITEM,SEE EROSION CONTROL
PLdNS.
A 3 FOOT STRIP OF FILTER FABFIC SHALL BE ATThCHEO TO THE FIII FACE
OF THE WING COVERING TNE ENTIPE LENGTM{ Of THE EXPANSION JDINT.
NO PRECAST FiEINFORCED 80% CIILVERT OPTION WILL BE ALLOWED.
CONCflETE IN CULVERTS TO BE POURED IN 7HE FOLIOWING ORDERi
I.WING FOOTINGS ANO fL00R SLAB INCLU�ING 4'OF ALL YER7ICAL WALLS.
2. THE flEMAINING PORTIONS OF THE WALLS, SILlS, BAFFLES AND WINGS FULL IIEIGfiT
FOILOWED BY ROOF SLAB AND HEADWAILS.
THE RESIDENT ENGINEER SHALL CHECK THE LENGTH OF CULVERT BEFORE STAKING
IT OUT TO IAdKE CERTAIN THAT IT WILL PROPERLY TAKE CAftE OF THE FILL.
OIIdENSI0N5 fOR WINC LAYOl1T AS WELI AS AODITIONAL ftEINFORCING STEEL
EMBEDDED IN BARREL ARE SHOWN ON WING SHEET.
8E
OF
0E PAID FOR BY THE CONTRACTOR.
FOR SUBMITTAL OF WORKING �RAWINGS,SEE SPECIAL PROVISIONS.
fOR fALSEWORK AND FORAIWORK,SEE SPECIAL PROVISIONS.
FOR GROUT FOR STftUCTUFES,SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY,SEE SPECIAL PROVISIONS.
TNE PEINFORCED CONCRETE BO% CULVERT SHALL BE CONSTRl1CTE� WI7H 3 INCHES
OF CAMBER TO ACCOUNT FOR ANTICIPATEO SETTLEMENT.
3'0 WEEP HOLES INDICATEO TO 0E IN ACCOPOANCE WITH TNE SPECIFICATIONS.
NdTURAL STREAM BED MATERIdL SHALI BE 11SE0 TO BACKFIIL THE Ct1LVERT BETWEEN
SIILS AND BAFFLES. SEE SPECIAL PROVISIONS fOR "PLACEMENT OF NATURAL STREAIA
8ED IAATERIAI;'
�•°OPIN Ctapli %.
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i'd�`SEA�S'M1! :
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PROJECT N0. U-25798
FORSYTH COUNrr
S7ATION: 559+74.00 —L—
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DEPARTMENT OF TRANSPORTATION
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BARREL STANOARD
OOUBLE 10 FT. X 6 FT.
CONCRETE BOX CULVERT
100° SKEW
oe�4 IM1 en I ou[�

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ROAOWAY FILI
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ot'-� I � �ua
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� fJ 10'-0'! CTS. P�m ElEV.894.7�
� a __�__ CONST.JT_�_
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30'-0' 308'-7" 30'-0"
EXTERIOR WALL INTERIOR WALL
CU�VERT SECTION NORMAL TO ROADWAY
WING SLOPE
FOR 2:1 FILL
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END ELEVATION - NORMAL TO SKEW
NATURAL STFEAM
8ED MATERIAL
OF 30 Le,
fEIT TO
ASSEMeLEO BT
u¢[KEo ar ,
pRAWN Bx � M
OAiE �
oarc � �-b' 7 SPECIAL
oaic, M�•a�� STANDARD
ELEVATION
SILL/BAFFLE DETAI�S
ILOOKING DOWN STREAM)
oz
NEl
..;PJ
�`°pP�N,���(i "..
si:�`{�Uy� y''`•:
i.d"SEAI.�''• e
i 290<8 i
Ek;mF.�' ` :
,,'�.,�'/1I�P. PP�i
Ca,.,�.. P.hl �„
""�e)'shov
PROJECT N0. U-2579B
FORSYTH COUNTv
S7A7ION: 559+7q,00 -L-
sr��E or warx caa�w
DEPARTMENT OF TRANSPORTATION
R4[�W
BARREL STANDARD
DOUBLE 10 FT. X 6 FT.
CONCRETE BOX CULVERT
100° SKEW
on[� ixol en I o�ru
STD. N0. CB222

+
DRANN BY � _
CxECrcEO BY �
oa*c � IO-31-13
DAIE � II-B-13
OAiE i 4'29-�4
PLAN - FLOOR SLAB
,..o•'�H1UFpli %
Q:..........
.'.�.,�j�SS��� �'°,.
i'd``SEn��"': 2
i ,�2y9�8�48p, i
'•. F ���'T�:�'i� ,'
"•„�H,P. PP�`,.
' �.mnn.
�iw Pehl "•
G'H7Ynou
PROJECT N0. U-2579B
FORSYTH COUNTY
STA7ION: 559+7q,00 -L-
,..,� � �,,. �.�«��.
DEPARTMENT OF TRANSPORTATION
wmw
DOUBLE 10 FT. X 6 FT.
CONCRETE BOX CULVERT
100° SKEW

n
u
+
30'-0"
�eKavee�m����=_====7'===_==1IpC_a�mmaaemmm�see�meeve°e
FLOW
9-•5 GI 3'CTS.
IN HEADWAIL
(TYP.1
DRAkN Br � R. P. PATE� DAE �
CHECKEO BY � J• P. MCCARTHA DRIE �
DESIGN ENCINEER OF RECOftO: R. P. PATEI OATE i
W2
72-tl4 A1 [J 9Y "CTS.-CORNER BARS
CULVERT = 768'-7"
—CONST.JT.
(TYP,1
a
J Z
N �
"w H
rp�� LL �
"'1 O W
"'_"'rc '^'___'_________
� LL J
Q W
�eve K �
________a a ""_""""
o m
'- STA, 559t7q,p0 -L-/
N W
U y�
V V
DEPTH)
154•_7•
- ---------- �-�---_____----
z
LL2�
ou¢
o a
�w¢
^ �mm
�00°-00'-00' Q �-��
TO TAN. � m'^�"
LL�
P �o�
a V�a
m
_ "" """"""""""_"
e
ee �� e
'_'___'_______________" " "C." " " " " "'_________
PLAN - ROOF SLAB
1'-3"ISLAB OEPTHI
72-•4 N[J 4Yi CTS.-COftNER BARS
wz
______________________
m
a i
y� O
O tJ22
___� N�w______________"' '
_O W�W. e
�a ,
"'a �ma"""""""'___ _
o aNr
f m..�
u w o
N M
a
¢
0
__________'_"_"""""t.'
81-°5 A100 fJ 4'CTS.
WLVERT
WI
4" � •5 AI01 THRII A105 lJ 9"
,,.o`�`lN'UNp[i �,,
.--'�°.��jF.iiq��� � <..
;'y�`SEALi'''• 2
2sbae
. �y,``�'Cq„EF•P'`�;'
"'.,��P. PP�a
•• ,ti nn
CFw.u.. PeN. "••
'il C)�nou
� 5"CTS. BOT.
SLAB ITYPd
PROJECT N0. U-25798
FORSYTH COUNTv
STA7ION: 559+74.00 -L-
vu� a wn�x <ua�w
OEPARTMENT OF TRANSPORTATION
���a
DOUBLE 10 FT. X 6 FT.
CONCRETE BOX CULVERT
100° SKEW
pA�4

+
+
dl
BARS
—#9�'q`HICH C,H.C,U. IB.B.1lJ 4'-0"CTS.
A300 BARS
YP. A100 8AR5
2"CL. N o
F w
U �
� hLl CON7INUOUS w
BARS HIGH CHAIR 11PPER Z ��' Q u
6AR5 � C.H,C.U. ) fJ 3'-0" rv�
83 BARS Q �
w
N U
��10"NIGH C.H.C.U. a LL
�._�. m
d
u w
" � A200 BARS
A400 BARS PEflMITTED
CONST. JT.
CI BARS lJ 6"C7
RIGHT ANGLE SECTION A-A
THERE ARE 96 "CI" BARS IN SECTION OF BARREL
3. 0 —
WEEP NOLES
Q
PERlAITTED
� O�S� . JT.
DRAkN BY e R. P. PATEL oATE �
CxECKEO 0Y � J. P. MCCARTHA pATE �
RIGHT ANGLE SECTION B-B
TNERE ARE 96 "C2" 8AR5 IN SECTION OF BARREI
ERlAI77ED
ONS� . JT.
P
�'O
�
BAR TYPE
a a a ¢
VERTICAL LEG � 4
O 'r � a c
M N
6' R. �
OF MATERIAL
SPLICE LENGTH CHART IiEINFORCING STEEL = LBS. 154274
BAR SIZE SPLICE LENGTH U- 2 5 7 98
azoo •s a�-o• PROJECT N0.
A400 •5 z�-z• FORSYTH
BI, B3, B9, B6 °9 r-s COUNTY
c, "' '•-"- 559+74.00 -L-
STATION:
SHEET 5 OF 8
s��rz a �ra�x �ua�w
DEPARTMENT OF TRANSPORTATION
11A1[Iq
.,�oQ�N'�"Ro��,,,, D 0 U B L E 10 F T. X 6 F T.
' :�SE`�`: - CONCRETE BOX CULVERT
: I 29848 : s 100° SKEW
` t'�Ca.E��P:' e
�-'�. ,y�...........:
°'�P},�p�, REVISIOHS SHEEi NO
�"°" " rro ev, mrz� xo er, o�io C-5
r.%;,,�'v.i� 9 � �o�u
''.'i7's/iou s�E�s
a

..
�
u
PLAN W2
51� 3-°i
�I lJ BOTTOAI OF
SLAB & FOOTIP
ELEVATION W2
ORAMN BY i T. H, CARROLL OATE � 5_�
[xECKED Bx � M. E. GILE$ ppiE � 5_�
i-ad JS i-+d >6 i-ed )i l-vd �0. i'
PLAN W1
ELEVATION W1
O
BAR TYPES
O� N
I'-3" I'-7"
�
6"
Z3 2'-11"
Z9 2•_5"
25 4,_1'
TYPICAL WING
SECTION
O � HK.
BILL OF MATERIAL
REINFORCING STEEL
fOR 9 WINGS LBS. 964
CLASS A CONCRETE
4 WINGS C,Y. 14.7
2 HEADWALlS C.Y. 2.2
2 END CURTAIN WALIS C.Y. 2.5
TOTAL C.Y. �9.4
PROJECT N0. U-2579B
FORSYTH COUNrv
STATION: 559+74.00 -�-
SHEET 6 OF 8
s��rz a w�rx c�aaeu
OEPARTMENT OF TRANSPORTATION
0.LLEd
WINGS FOR
.°''P`"`""°�`°< CONCRETE BOX CULVERT
��:• �.;
.� :.y2�SE�.', "
� 2;�„ ;= H= 6'-0" SLOPE = 2:1
c�,�`.:' ,3 105° SKEW
,,,� A•Pp�� REViS10N5 SHEEL N0.
"' xo en oi�e� xo er. v��¢� C-6
U{vl A. QehL 9 � ioiu
C`•"�`i%a'/zoia y� � va^�s

+
:o
LOAD AND RESISTANCE FACTOR RATING (L�FR)
SUMMARY FOR REINFORCED CONCRETE BOX CULVERTS
STRENGTH I LIMIT STATE
MOMENT SHEAR
ON �
O � O O O p m
ZZ U % � V �O~ U �p� �
; tiFi LL 0.�'. Q 4" LL �!' Z
JI- � Q LL WO WO
W JQ � pN F- UZI- F VZ�- �-
U SN h'� ryH � JO N Z W QWW Z Z W aWW W
W H UZ I-O VI Wti �W F-ti� H �W 1-�-� �
� I H� $Q Z1-LL Z HU F X Wd �LLW F- X W4. V�LLW �
W W WF 00 Q� O Q Q O JY WJ Q O J)' HWJ O
J 7 3.. UJ �K... JLL fL m WI-' OJW LL' 6l Wti OJW U
HL-93 UNVENTORYI N/A IO 1.22 - I.75 1037 1 TOP SLAB 9.77 I.22 I TOP SLdB 9.56
DESIGN HL-93 (OPERATING> N/A 1,58 -- 1.35 �3.44 I TOP SLAB 9.77 1,58 I TOP SLAB 9,56
LOdD
RATING HS-20 (INVENTORY) 36,000 OZ I.22 43.83 1.75 ]037 1 TOP SLAB 9.77 1.22 1 TOP SlAB 9.56
HS-20 (OPERdTING) 36.000 1.58 56.82 1.35 13.44 � TOP SLAB 9.71 1.58 1 TOP SLAB 9.56
SH 12,500 3.80 4�•56 1.40 31,49 1 TOP SLAB 9.77 3.80 I TOP SLAB 9.56
S3C 2I.500 2.12 45,66 1,40 18.37 1 TOP SLAB 9.77 2.12 1 TOP SLAB 9.56
w
c'�i S3A 22.750 I.99 95.16 1.40 17.30 1 TOP SLd6 9.77 1.99 1 TOP SLA6 9,56
�� S4A 26.750 1.86 49.85 1.40 16.96 I TOP SLAB 9.77 1.86 I TOP SLAB 9.56
�
�" 55A 30.500 1.66 50.64 I.40 I3.16 1 TOP SLAB 9.77 1,66 I TOP SLAB 9.56
u
H S6d 34.500 �.55 53.40 1.90 13.16 1 TOP SLAB 9.77 1.55 f TOP SLAB 9.56
LEGAL m
LOAD 57B 38.500 O3 1.52 58.60 1.90 12.60 I TOP SLAB 9.77 1.52 1 TOP SLAB 9.56
RATING
S7A 40.000 1.60 64.08 1.40 13.36 1 TOP SLAB 9.77 1.60 I TOP SLAB 9.56
� T4A 28.250 i.99 56.06 1.40 �730 1 TOP SLAB 9.77 ].99 1 70P SLAB 9.56
ow
�ti T58 32.000 1.72 55.19 1.40 15.20 I TOP SlA6 9.77 I.72 I TOP SLAB 9.56
<a�=
��� T6A 36.000 1.76 63.22 1.40 14.70 1 TOP SLAB 9.77 1.T6 I TOP SLAB 9.56
Y� �.�.
�w T7A 90.000 1.76 70.29 1.90 14.95 1 TOP SLAB 9.77 1.76 1 TOP SLAB 9.56
�N
T78 40.000 1.76 70.24 1.90 15.75 1 TOP SLAB 9.77 1.76 1 TOP SLAB 9.56
c�aEo Bv , J, P, 1ACCARTHA oniE � il-8-i3
DFAWN Bx � FUC T/II ftEV.10/1/II VAA/GN �ESIGN EHGINEER OF PECORD�
[�CxEO BY � Gu r/u R. P. PATEL OATE � q-29-]q
LRFR SUMMARY
ILOORIECTION ASAFEAIA)
5
LOAD FACTORS:
OESIGN LOAD RATING fACTORS
NOTE:
RATING FACTORS ARE BASEO ON THE STFENGTN I LIMIT STATE.
Q CONTROLLING LOAD RATING
O1 DESIGN LOAD RATING IHL-93>
O2 DESIGN LOAD RATING IHS-201
O3 LEGAL LOAD RATING � �
3I�4 SEE CHAR7 FOR VENICLE TYPE
`�o`0`R�H1C.W���.,
:'r;��{C�,�
i'd�'SEp�Y'`. 's
i 29648 f
� �<
9������ .
�6•.;,•W �P. fP�:``•
�.u�. P.ht,,,•,••
""'8}?/�o�a
PROJECT N0. U-2579B
FORSYTH COUNTv
STATION: 559+74.00 -L-
Sl��f K iqilx LMY�W
DEPARTMENT OF TRANSPORTATION
waw
STANOARO
LRFR SUMMARY FOR
REINFORCED CONCRETE
BOX CULVERTS
tINTERSTATE TRAFFIC)
ou[� ixo! en I o�rt�
STO. N0. �RFR6

i-
+
�OAD AND RESISTANCE FACTOR RATING (�RFR)
SUMMARY FOR REINFORCED CONCRE7E BOX CULVER7S
STRENGTH I LIMIT STATE
lAOIAENT SHEAR
O� �
¢ tt s rc � w
o ¢ o m
UU 1- � I- KLL♦ O M1'LL4 �
3 H.�-i ¢ K o� a �'!- ¢ �'!- z
Jf LL 3 Q 4 WO LL Wp
J V a ? o�n f- uze- i-- uz�- �'
f- OLL' U ii J� U O Z ZWZ U O Z ZWZ W
.� H xN ¢ HH o H z w a w H z w a w
> x i-�+p z¢ zt-^ z >u t- x wa �LLw t- x wa �LLw �
W W W� 00 HQ� O HQ C O J• WJ Q O Jt WJ O
J � �.� UJ EK� F' JLL 6' 0 WL- OJW K m WF- OJW U
H1-93 /INYENTORYI N/A OI 5.31 -- 1.75 I8.12 1 E%TERIOR WALL 9.55 5.31 1 E%TERIOR WALL 2.02
OESIGN HL-93 IOPERATINGI N/A 6.88 -- 1.35 23.98 I E%TERIOR WALL 4,55 6.88 1 E%TERIOR WALL 2.02
LOhD
RhTING HS-20 QNVENTORY) 36.000 O2 531 191,16 1,75 18.12 1 EXTERIOR WALI 9.55 5.3� I E%TERIOR WALL 2.02
HS-20 (OPERATINGI 36.000 6.88 247.63 1.35 23.48 1 EX7ERIOR WALL 4.55 6.88 I EXTERIOR WAII 2.02
SH �2.500 O3 6.63 Bz•9� 1.40 22.63 I E%TERIOR WALL 4.55 6.63 I E%TERIOR WAII 2.02
S3C 21.500 6.63 142.61 1.90 22.63 I EXTERIOR WALL 4.55 6.63 1 E%TERIOR WdLL 2.02
w
u S3A 22.750 6.63 150.90 I.40 22.63 I E%TERIOR WAIL 4.55 6.63 I EXTERIOR WALL 2.02
H
�� S4A 26.750 6,63 177.43 I.40 22.63 1 E%TERIOR WALL 4.55 6,63 t EXTERIOR WALI 2A2
h
�" 55A 30.500 6,63 202.30 1,40 22.63 1 E%TERIOR WALL 4.55 6.63 � EXTERIOR WALI 2.02
U
� S6A 34.500 6.63 228.84 1.40 22.63 I E%TERIOR WALL 9,55 6.63 1 E%7ERIOF WALL 2.02
LEGAL �
LOAD 578 38.500 6,63 255.37 1.40 22.63 1 E%TERIOR WALL 9.55 6.63 I E%TERIOR WALL 2.02
RATING
S7A 40.000 6.63 265,32 1.40 22.63 1 E%TERIOR WALL 4.55 6.63 I EXTERIOR WALL 2.02
� T4A 28.250 6.63 �87.38 1.40 22.63 I E%7ERIOR WALL 4.55 6.63 1 EXTERIOR WAIL 2.02
ow
T58 32.000 6.63 212.25 1.40 22.63 I E%TERIOR WALL 4.55 6.63 1 E%TERIOR WAII 2.02
<a:
��� T6A 36.000 6.63 238.78 1.90 22.63 I E%TERIOR WpIL 4,55 6.63 I EXTEflIOR WALI 2,02
�wV 77A 40.000 6.63 265.32 �.40 22.63 1 E%TERIOR WALL 4.55 6.63 I EXTERIOR WdLL 2.02
�� T78 40.000 6,63 26532 1,40 22.63 1 E%TERIOR WALL 9,55 6.63 I EXTERIOR WALL 2.02
[�ECKED er e J, P, MCCARTNA osrE � p-8-13
M2ANN BY � N4C T/11 FEV.10/IIII NAA/G4 OESIGN EHGINEER Of REC011D:
[NEIXEo Br � tu Vx R. P. PATEI oAiE ��
sox � eox z
�RFR SUMMARY
ILOOKING DOWNSTREAMI
lSECTION B-BI
LOAD FACTORS:
�ESIGN LOAD RhTING FACTORS
LOAO TYPE MAX 4IN
FACTOR FdCTOR
DC 1.25 0.90
OW 1.50 0.65
EV 1.30 0.90
EH 1,35 0.90
ES 1.35 0.90
LS 1.75 --
WA 1.00 --
RATING FACTOPS ARE BASED ON THE STPENGTH I LIIAIT STATE.
Q CONTROLLING LOAD RATING
OI DESIGN LOAD RATING cHL-93)
O2 DESIGN LOAD RATING (HS-20)
O3 LEGAL LOA� RATING 3k�
� � SEE.CHART FOR VEHICLE TYPE
; �oQ�µ�Su+oll,�.,•.
. ;:�SSE�.: -;
a :
i 29048 �
,, ,y;`dcafi:a:' r
"•.��P. PP�•�.
C..u� P.h4,,,.
"ylppov
PROJECT N0. U-2579B
FORSYTH COUNTY
STATION: 559+74.00 -L-
5111f M AWix fLh4114
DEPARTMENT OF TRANSPORTATION
nuna
STANDARD
LRFR SUMMARY FOR
REINFORCEO CONCRETE
BOX CULVERTS
(INTERSTATE TRAFFIC)