HomeMy WebLinkAbout20170239 Ver 1_410 Structure Plans SITE 7 Triple Barrel Culvert 11 by 9 - Culverts_20180325+
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BENCH MARK #6o RAILROAD SPIKE IN BASE OF 18" POPLAR, 208' LEFT STA 103+58, ELo 593011
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LOCATION SKETCH
50'-0"
-L-
WOODS
130 ° —00'-00"
PROPOSED TRIPLE
11' X 9' RCBC
PROPOSED GUARDRAIL
(ROADWAY DETAIL &
PAY I TEM)
WOODS
FOR UTILITY INFORMATION,
SEE UTILITY PLANS AND
� SPECIAL PROVISIONS.
I__________________________
____—
__—
__—
_ _ — — — EL. 580.0 ±
____—
EL. 579eo ±
EL. 578.0 ±
EXISTING GRO ND INE
ASSEMBLED BY : A. SORSENGINH pATE : 4/2014
CHECKED BY : S. B. WILLIAMS pATE : 4�2014
DESIGN ENGINEER OF RECORD:
A. SORSENGINH pATE : 4�2014
20'-0"
35'-0"
NOTES
ASSUMED LIVE LOAD ----------HL-93 OR ALTERNATE LOADING.
DESIGN FILL----------------- 6.42'
FOR OTHER DESIGN DATA AND NOTESoSEE STANDARD NOTE SHEET.
3"� WEEP HOLES INDICATED TO BE IN ACCORDANCE WITH THE SPECIFICATIONSo
CONCRETE IN CULVERTS TO BE POURED IN THE FOLLOWING ORDER;
1.WING FOOTINGS AND FLOOR SLAB INCLUDING 4"
OF ALL VERTICAL WALLS.
2.THE REMAINING PORTIONS OF THE WALLS AND WINGS FULL
HEIGHT FOLLOWED BY ROOF SLAB AND HEADWALLS.
THE RESIDENT ENGINEER SHALL CHECK THE LENGTH OF CULVERT BEFORE
STAKING IT OUT TO MAKE CERTAIN THAT IT WILL PROPERLY TAKE CARE
OF THE FILL.
DIMENSIONS FOR WING LAYOUT AS WELL AS ADDITIONAL REINFORCING STEEL
EMBEDDED IN BARREL ARE SHOWN ON WING SHEET.
TRANSVERSE CONSTRUCTION JOINTS SHALL BE USED IN THE BARREL,SPACED
TO LIMIT THE POURS TO A MAXIMUM OF 70 FT.LOCATION OF JOINTS SHALL
BE SUBJECT TO APPROVAL OF THE ENGINEER.
AT THE CONTRACTOR'S OPTION,HE MAY SPLICE THE VERTICAL REINFORCING STEEL
IN THE INTERIOR FACE OF EXTERIOR WALL ABOVE LOWER WALL CONSTRUCTION
JOINT.THE SPLICE LENGTH SHALL BE AS PROVIDED IN THE SPLICE LENGTH CHART
SHOWN ON THE PLANS.EXTRA WEIGHT OF STEEL DUE TO THE SPLICES SHALL
BE PAID FOR BY THE CONTRACTOR.
AT THE CONTRACTOR'S OPTION HE MAY SUBMIT,TO THE ENGINEER FOR APPROVAL,
DESIGN AND DETAIL DRAWINGS FOR A PRECAST REINFORCED CONCRETE BOX CULVERT
IN LIEU OF THE CAST—IN—PLACE CULVERT SHOWN ON THE PLANS. THE DESIGN
SHALL PROVIDE THE SAME SIZE OF BARREL AS USED ON THE CAST—IN—PLACE DESIGN.
FOR OPTIONAL PRECAST REINFORCED CONCRETE BOX CULVERT,SEE SPECIAL
PROVISIONS.
STEEL IN THE BOTTOM SLAB MAY BE SPLICED AT THE PERMITTED CONSTRUCTION
JOINT AT THE CONTRACTOR'S OPTION.EXTRA WEIGHT OF STEEL DUE TO THE SPLICES
WILL BE PAID FOR BY THE CONTRACTOR.
TOTAL STRUCTURE QUANTITIES
CLASS A CONCRETE
BARREL (� 3•378 CY/FT 573.4 C.Y.
WINGS, ETC. 46•5 C.Y.
SILLS 1.6 C.Y.
TOTAL 621.5 C.Y.
REINFORCING STEEL
BARREL 71.561 LBS.
WINGS, ETC. 2,516 LBS.
TOTAL 74q�77 LBS.
FOUNDATION CONDITIONING MATERIAL 475 TONS
CULVERT EXCAVATION LUMP SUM
20,_0„ _�_ 25,_0„
_—
_-
_-
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— � EL. 582.0 ±
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ELa �V�eo±
�L PROFILE ALONG
� CULVERT
I HEREBY CERTIFY THESE PLANS
ARE THE AS—BUILT PLANS
16-MAR-2017 09:09
K:\S tructures�Plans\Culver tl\U3109A_SD_CU.dgn
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FoAa PROJECT NOoa STP-0119(9)
THE CONTRACTOR SHALL PROVIDE INDEPENDENT ASSURANCE
SAMPLES OF REINFORCING STEEL AS FOLLOWS:FOR PROJECTS
RE�UIRING UP TO 400 TONS OF REINFORCING STEEL,ONE
30 INCH SAMPLE OF EACH SIZE BAR USED,AND FOR PROJECTS
RE�UIRING OVER 400 TONS OF REINFORCING STEEL,TWO
30 INCH SAMPLES OF EACH SIZE BAR USED.THE BARS FROM
WHICH THE SAMPLES ARE TAKEN MUST THEN BE SPLICED WITH
REPLACEMENT BARS OF THE SIZE AND LENGTH OF THE SAMPLE,
PLUS A MINIMUM LAP SPLICE OF THIRTY BAR DIAMETERS.
PAYMENT FOR THE SAMPLES OF REINFORCING STEEL SHALL BE
CONSIDERED INCIDENTAL TO VARIOUS PAY ITEMS.
A 3 FOOT STRIP OF FILTER FABRIC SHALL BE ATTACHED
TO THE FILL FACE OF THE WING COVERING THE ENTIRE
LENGTH OF THE EXPANSION JOINT.
FOR SUBMITTAL OF WORKING DRAWINGSoSEE SPECIAL
PROVISIONS.
FOR CRANE SAFETY,SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK,SEE SPECIAL PROVISIONS.
FOR CULVERT DIVERSION DETAILS AND PAY ITEM,SEE
EROSION CONTROL PLANS.
FOR CONSTRUCTION SE�UENCE,SEE EROSION CONTROL PLANS.
FOR GROUT FOR STRUCTURES,SEE SPECIAL PROVISIONS.
NATIVE MATERIAL CONSISTS OF MATERIAL THAT IS EXCAVATED
FROM THE STREAM OR FLOOD PLAIN AT THE PROJECT SITE
DURING CONSTRUCTION. RIP RAP MAY BE USED TO SUPPLEMENT
THE NATIVE MATERIAL IN THE HIGH FLOW CULVERT BARREL(S).
IF RIP RAP IS USED TO LINE THE HIGH FLOW CULVERT
BARREL(S),NATIVE MATERIAL SHOULD BE PLACED ON TOP TO
FILL VOIDS AND PROVIDE A FLAT SURFACE FOR ANIMAL
PASSAGE. NATIVE MATERIAL IS SUBJECT TO APPROVAL BY THE
ENGINEER AND MAY BE SUBJECT TO PERMIT CONDITIONS.
DO NOT SET ELEVATION OF HIGH SILL ABOVE BANK FULL.
HYDRAULIC DATA
DESIGN DISCHARGE = 1420 CFS
FRECIUENCY OF DESIGN FLOOD = 50 YRS.
DESIGN HIGH WATER ELEVATION = 582.40
DRAINAGE AREA = 2.08 S�. MI.
BASE DISCHARGE (C1100) = 1700 CFS
BASE HIGH WATER ELEVATION = 583.39
OVERTOPPING FLOOD DATA
OVERTOPPING DISCHARGE = 2570+ CFS
FREQUENCY OF OVERTOPPING FLOOD = 500+ YRS.
OVERTOPPING FLOOD ELEVATION = 586.80 �
� OVERTOPS PROPOSED ROADWAY AT STA.98+00 —L—
GRADE DATA
GRADE POINT ELEVATION C�
STA.96+88.00 —L—
BED ELEVATION C�
STAo 96+88000 —L—
ROADWAY FILL SLOPES
= 587.39'
= 571.43'
= 2:1
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F245838930BF40E...
3/16/2017
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PROJEC T N0. U- 310 9 A
ALAMANCE CouNrY
STATION� 96+88�00 -L-
SHEET 1 OF 5
CULVERT N0.437
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
TRIPLE 11 FTo X 9 FT�
CONCRETE BOX CULVERT
130° SKEW
REVISIONS
BY: DATE: N0. BY:
STD. N0. CB443A
DATE:
SHEET N0.
C1-1
TOTAL
SHEETS
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m `,-' ; EACH FACE STAGGERED
ELEV. 571.43 c..� o w
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3" QS WEEP HOLES Ca) 10'-0" ± CTS. �
INTERIOR WALL EXTERIOR WALL
CULVERT SECT ION NORMAL TO ROADWAY
I 7 i�2„
#5 A101 BARS ETC. c� 7�/2" CTS.- BOTTOM OF ROOF SLAB
(2 BARS PER MARK) I 6��2��
#4 A301 BARS ETC. C� 6�/2" CTS. TOP OF ROOF SLAB
(3 BARS PER MARK) �
#4 A1 BARS C� 6�/2" CTS. CORNER BARS
EACH EXTERIOR WALL (SEE BARREL SECTION)
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#5 A100 BARS C� 7�/2" CTS. BOTTOM
WING SLOPE
FOR 2:1 FILL
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#4 A300 BARS Ca� 6�/2" CTS. TOP OF ROOF SLAB
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16-MAR-2017 09:21
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LENGTH OF CULVERT= 169'-9"
�4 A2 BARS C� 6�/2" CTS.-CORNER BARS
EACH EXTERIOR WALL-SEE BARREL SECTION
I �
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#4 B1 BARS C� 1'-0" CTSe - STREAM FACE
#4 B2 BARS (� 6�/2" CTS. - FILL FACE
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INLET END ELEVAT ION NORMAL. TO SKEW
3# S2 BARS C� 5" CTS.
. TOP OF FLOOR SLAB
#5 A200 BARS Ca� 7" CTS. TOP OF FLOOR SLAB _� 7'_� #5 A201 ETC. BARS C� 7" CTS. TOP OF FLOOR SLAB
#5 A400 BARS C� 6�/2" CTS. BOTTOM OF FLOOR SLAB
(3 BARS PER MARK)
;4 A401 ETC. BARS C� 6�/2" CTS. BOTTOM OF FLOOR SLAB
(3 BARS PER MARK)
6 �/2 ""J
PART PLAN - FLOOR SLAB
I HEREBY CERTIFY THESE PLANS
ARE THE AS-BUILT PLANS
— 135 ° -00'-00"
(TYP. EA. HEADWALL)
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DocuSigned by:
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F245838930BF40E..
3/16/2017
PROJEC T N0. U- 310 9 A
ALAMANCE CouNTY
STATION: 96+88�00 -L-
SHEET 2 OF 5
STD. N0. CB443
, 1,—�..
N
�WEL (TYP.) AT A
SPACING OF 4'-0"
2 LAYERS OF 30 LB.
ROOFING FELT TO
PREVENT BOND
(TYP.)
+ SECTION THROUGH SILL
� DOWELS MAY BE PUSHED INTO GREEN CONCRETE
AFTER SLAB HAS BEEN FLOAT FINISHED.
BAR TYPE
�--� N
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VERTICAL LEG
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6" R. —�
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A1 1"-7��2"" �\�
A2 1'-7�/2„
BAR DIMENSIONS ARE OUT TO OUT
SPLICE LENGTH CHART
BAR SIZE LENGTH
A200 #5 1'-9"
A300 #q 1'-5"
A400 #5 1'-9"
B1 #4 1,_5„
B3 #4 1,_5„
C1 #q 1'-11"
PLAN OF SILL LOCATION
1'-6" 3—#6 D1 (� 4'-0" CTS.
11�_0��
ELEVATION
CULVERT SILL DETAILS
LOOKING UPSTREAM
ASSEMBLED BY : A. SORSENGINH pATE : 4/2014
CHECKED BY : S. B. WILLIAMS pATE : 4�2014
DESIGN ENGINEER OF RECORD:
A. SORSENGINH pATE : 4�2014
1'-6"
0
�
N
BAR
A100
A101
A102
A103
A104
A105
A106
A107
A108
A109
A110
Alll
A112
A113
A114
A115
A116
A117
A118
N0. SIZE TYPE LENGTH WEIGHT BAR
215 #5 STR 35'-3" 7905 A119
4 #5 STR 34'-0" 142 A120
4 #5 STR 32'-9" 137 A121
4 #5 STR 31'-6" 131 A122
4 #5 STR 30'-3" 126 A123
4 #5 STR 29,_p„ 121 A124
4 #5 STR 27'-9" 116 A125
4 #5 STR 26'-6" 111 A126
4 #5 STR 25'-3" 105
4 �5 STR 24'-0" 100 A200
4 #5 STR 22'-9" 95 A201
4 #5 STR 21'-6" 90 A202
4 #5 STR 20'-3" 84 A203
4 #5 STR 19'-0" 79 A204
4 #5 STR 17'-9" 74 A205
4 #5 STR 16'-6" 69 A206
4 #5 STR 15'-3" 64 A207
4 #5 STR lq,_p„ 58 A208
4 �5 STR 12'-9" 53 A209
A210
A211
A212
A213
16-MAR-2017 09:22
K:\S tructures�Plans\Culver tl\U3109A_SD_CU.dgn
kalford
BAR SCHEDULE
NOo SIZE TYPE LENGTH WEIGHT BAR N0. SIZE TYPE LENGTH WEIGHT BAR
4 #5 STR 11'-6" 48 A214 6 �5 STR 10'-9" 67 A400
4 #5 STR 10'-3" 43 A215 6 #5 STR 9'-0" 56 A401
4 #5 STR 9'-0" 38 A216 6 #5 STR 7'-3" 45 A402
4 #5 STR 7'-9" 32 A217 6 #5 STR 5'-6" 34 A403
4 #5 STR 6'-6" 27 A218 6 #5 STR 3'-9" 23 A404
4 #5 STR 5'-3" 22 A219 6 #5 STR 2'-0" 13 A405
4 #5 STR 4'-0" 17 A406
4 #5 STR 2'-9" 11 A300 496 #4 STR 18'-4" 6074 A407
A301 12 #4 STR 17'-9" 142 A408
230 #5 STR 35'-3" 8456 A302 12 #4 STR 16'-11" 135 A409
6 #5 STR 33'-6" 210 A303 12 #4 STR 16'-1" 129 A410
6 #5 STR 31'-9" 199 A304 6 #4 STR 28'-9" 115 A411
6 #5 STR 30'-0" 188 A305 6 #4 STR 27'-1" 109 A412
6 #5 STR 28'-3" 177 A306 6 #4 STR 25'-6" 102 Aq13
6 #5 STR 26'-6" 166 A307 6 #4 STR 23'-10" 96 A414
6 #5 STR 2q'-9" 155 A308 6 #4 STR 22'-3" 89 A415
6 #5 STR 23'-0" 144 A309 6 #4 STR 20'-7" 82 A416
6 #5 STR 21'-3" 133 A310 6 #4 STR 19'-0" 76 A417
6 �5 STR 19'-6" 122 A311 6 #4 STR 17'-4" 69 A418
6 #5 STR 17'-9" 111 A312 6 #4 STR 15'-9" 63 A419
6 #5 STR 16'-0" 100 A313 6 #4 STR 14'-1" 56 A420
6 #5 STR 14'-3" 89 A314 6 #4 STR 12'-6" 50
6 #5 STR 12'-6" 78 A315 6 #4 STR 10'-10" 43 A1
A316 6 #4 STR 9'-3" 37 A2
A317 6 #4 STR 7'-7" 30
A318 6 #4 STR 6'-0" 24 B1
A319 6 #4 STR 4'-4" 17 B2
A320 6 #4 STR 2'-9" 11 B3
8" 11'-0"
6�� C1 BARS C� 1'— 0" CTS.
2"HIGH BEAM BOLSTERS
( B.B.) C� 3'-0" CTS.
A1 BARS � � A300 BARS
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2"CL.
A100 BARS
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C.H.C.U.
B1 BARS
B2 BARS
3" P�
� WEEP HOLES
35`-8"
CONST.
JTs
� ALL CONTINUOUS
HIGH CHAIR UPPER
� l.i � I—I e l.. � U a� ``�/ 3/ O//
CTS.
� ,J" HIGH l..s�al..�lJ•
N I �� A200 BARS
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6"
A400 BARS
C1 BARS C� 1'— 0" CTS.
2" CL.
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2" CL.
�B3
BARS
1'— 0"
5'-6"
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PERMITTED
CONST. JT.
RIGHT ANGLE SECTION OF BARREL
THERE ARE 130 "C" BARS IN SECTION OF BARREL.
(7 BAR RUN)
i
I �— � CULVERT (BARRELS
�� SYMM. ABOUT
� THIS LINE)
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DocuSigned by:
��' ��
F245838930BF40E..
3/16/2017
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
N0. SIZE TYPE LENGTH WEIGHT
248 #5 STR 35'-3" 9118
6 #5 STR 33'-7" 210
6 #5 STR 32'-0" 200
6 #5 STR 30'-4" 190
6 #5 STR 28'-9" 180
6 #5 STR 27'-1" 169
6 #5 STR 25'-6" 160
6 #5 STR 23'-10 149
6 #5 STR 22'-3" 139
6 #5 STR 20'-7" 129
6 #5 STR 19'-0" 119
6 #5 STR 17'-4" 108
6 #5 STR 15'-9" 99
6 #5 STR 14'-1" 88
6 #5 STR 12'-6" 78
6 #5 STR 10'-10" 68
6 #5 STR g�-3�� 58
6 #5 STR 7'-7" 47
6 #5 STR 6'-0" 38
6 #5 STR 4'-4" 27
6 #5 STR 2'-9" 17
628 #4 1 q,_8„ 1958
628 #4 1 q,_4„ 1818
340 #4 STR 10'-4" 2347
628 #4 STR 8'-4" 3496
680 #4 STR 10'-4" 4694
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S1 � 12 �#8 � STR � 49'-11" � 1599
REINFORCING STEEL = 71,561 LBS
PROJEC T N0. U- 310 9 A
ALAMANCE CouNrY
STATION� 96+88�00 -L -
SHEET 3 OF 5
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
TRIPLE 11 FTo X 9 FT�
CONCRETE BOX CULVERT
130° SKEW
REVISIONS
BY: DATE: N0. BY: DATE:
SHEET N0.
C1-3
TOTAL
SHEETS
5
+
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3-#4 Z4 3-#5 Z3
�" 3-#5 7� �-#5 71
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PL AN W2
3-#4 V4 3-�4 V3
3" 3-#4 V2 2-#4 V1
"V" BARS C� 1'-0" CTS.
� 1" EXP. JT.
MATERIAL �
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+ ;�, V 4
LCl V
CONST.
JT.
H3
H2
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N4 N3 N2
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3-#4 N4 3-#5 N5
3" 3-#6 N2 2-#6 N1
"N" BARS C� 1'-0" CTS.
ELEVATION W2
ASSEMBLED BY : A. SORSENGINH DATE : 4/2014
CHECKED BY : S. B. WILLIAMS DATE : 4/2014
DRAWN BY : CCJ 01/00
CHECKED BY : RWW 03/00
H4
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ELEVAT ION W1
K:\Structures\Plans\Culvertl\U3109A_SD_CU.dgn
BAR TYPES
ALL BAR DIMENSIONS ARE OUT TO OUT.
2
3
,,
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6" RAD.
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S E C T I 0 N DocuSigned by:
16-MAR-2017 09:23 kalford
BILL OF MATERIAL
BAR N0. SIZE TYPE LENGTH WEIGHT
H1 16 #4 STR 8'-7" 92
H2 4 #4 STR 5'-8" 15
H3 4 #4 STR 2'-6" 7
H4 28 #4 1 3'-3" 61
H5 4 #4 STR 9'-6" 25
H6 16 #4 STR 24'-1" 257
H7 4 #4 STR 16'-9" 45
H8 4 #4 STR 8'-10" 24
H9 28 #4 2 3'-3" 61
H10 4 #4 STR 24'-6" 65
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S1 I 12 I#6 I STR I 6'-0" I 108
T1 6 #5 STR 10'-6" 66
T2 6 #5 STR 26'-0" 163
V1 4 #4 STR 9'-1" 24
V2 6 #4 STR 7'-8" 31
V3 6 #4 STR 6'-3" 25
V4 6 #4 STR 4'-10" 19
V5 4 #4 STR 9'-5" 25
V6 10 #4 STR 8'-6" 57
V7 8 #4 STR 7'-9" 41
V8 8 #4 STR 7'-0" 37
V9 8 #4 STR 6'-3" 33
V10 8 #4 STR 5'-6" 29
V11 8 #4 STR 4'-9" 25
Z1 4 #5 4 6,_9„ 28
Z2 6 #5 4 5'-8" 35
Z3 6 #5 4 4'-7" 29
Z4 6 #4 4 3'-5" 14
Z5 4 #5 4 6'-10" 29
Z6 10 #5 4 6'-2" 64
Z7 10 #5 4 5'-6" 57
Z8 10 #5 4 4'-10" 50
Z9 10 #4 4 4,_0„ 27
Z10 10 #4 4 3'-4" 22
REINFORCING STEEL 2516 LBS
FOR 4 WINGS
CLASS A CONCRETE
4 WINGS 36.1 CY
2 HEADWALLS 4•7 CY
2 END CURTAIN WALLS 5.7 CY
TOTAL 46•5 CY
PROJEC T N0� U- 310 9 A
AL AMANCE COuNTY
STAT ION: 96+88000 -L -
HEET 4 OF
��� �
F245838930BF40E..
3/16/2017
N(
DOCUMENT NOT CONSIDERED FINAL �
UNLESS ALL SIGNATURES COMPLETED 5
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
STANDARD WINGS
FOR
CONCRETE BOX CULVERT
H = 9'-0" SLOPE = 201
BY:
135° SKEW
REVISIONS SHEET N0.
DATE: N0. BY: DATE: C 1-4
STDe NOe CW4509
TOTAL
SHEETS
5
�
�
LOAD AND RESISTANCE FACTOR RATING CLRFR�
SUMM ARY FOR REINFORCED CONCRETE BOX CULVERTS
STRENGTH I LIMIT STATE
MOMENT SHEAR
� �
N w
� � � � � � m
o � o o � � �
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ZZ U X � U lip U �p �
� H H Q ��' Q 4- Q ��' Z
J� li � Q I..� W p I..� W p
J Q � (n � U f--
J E- O� �C.� �� �� C� O Z ZwZ C.� O Z ZwZ Z
� c� _� � �z � o z z w a w z z w a w w
W H C'Z H 0 h-�H (n W� I-I � W H�� h-� � W ��� �
� 2 H Z Q Z I-- ^ Z � U � X w� (n l.►_ �y,J I- X Ly,J � V) L,L, W �
W W W� 00 HQ� O HQ Q O Jy' HWJ Q O J�' �--�WJ O
J � ��. UJ ��.� I- JL.� � m WH OJW � m WH �JW U
HL-93 (INVENTORY) N/A lU 1.16 -- 1.75 1.16 1 TOP SLAB 5.25 1.26 1 TOP SLAB 10.67
DESIGN HL-93 (OPERATING) N/A 1.50 -- 1.35 1.50 1 TOP SLAB 5.25 1.63 1 TOP SLAB 10.67
LOAD
RATING HS-20 (INVENTORY) 36.000 U2 1.46 52.64 1.75 1.55 1 TOP SLAB 5.25 1.46 1 TOP SLAB 10.67
HS-20 (OPERATING) 36.000 1.90 68.23 1.35 2.01 1 TOP SLAB 5.25 1.90 1 TOP SLAB 10.67
SNSH 13.500 2.76 37.20 1.40 2.82 1 TOP SLAB 5.25 2.76 1 TOP SLAB 10.67
SNGARBS2 20.000 2.51 50.15 1.40 2.63 1 TOP SLAB 5.25 2.51 1 TOP SLAB 10.67
w
� SNAGRIS2 22.000 2060 57.25 1.40 2.60 1 BOT CORNER WALL g,69 2.64 1 TOP SLAB 10.67
_
SNCOTTS3 27.250 U3 1.45 39.41 1.40 1.45 1 TOP SLAB 5.25 1.56 1 TOP SLAB 10.67
w ,-.
»
�
J" SNAGGRS4 34.925 1.66 57.82 1.40 1.71 1 TOP SLAB 5.25 1.66 1 TOP SLAB 10067
�
H SNS5A 35.550 1.63 57082 1.40 1.63 1 TOP SLAB 5.25 1.63 1 TOP SLAB 10.67
�
SNS6A 39.950 1.62 64.71 1.40 1.63 1 TOP SLAB 5.25 1.62 1 TOP SLAB 10.67
LEGAL SNS7B 42.000 1.57 66.05 1.40 1.69 1 TOP SLAB 5.25 1.57 1 TOP SLAB 10.67
LOAD
RATING w TNAGRIT3 33.000 2030 75.76 1.40 2.30 1 BOT CORNER WALL 9,69 2.48 1 TOP SLAB 10.67
J
� TNT4A 33.075 1.72 56.81 1.40 1.72 1 TOP SLAB 5.25 1.85 1 TOP SLAB 10.67
�
,', TNT6A 41.600 1.59 66.35 1.40 1.72 1 TOP SLAB 5.25 1.59 1 TOP SLAB 10067
v� TNT7A 42.000 1072 72.26 1.40 1.80 1 TOP SLAB 5.25 1•72 1 TOP SLAB 10.67
N
�� TNT7B 42.000 1.65 69.33 1.40 1.65 1 TOP SLAB 5.25 1•67 1 TOP SLAB 10.67
U
� TNAGRIT4 43.000 1.64 70.66 1.40 1.64 1 TOP SLAB 5.25 1.77 1 TOP SLAB 10.67
�
Y TNAGT5A 45.000 1.68 75.58 1.40 1.68 1 TOP SLAB 5.25 1e77 1 TOP SLAB 10.67
U
�
� TNAGTSB 45.000 1.70 76.72 1.40 1.72 1 TOP SLAB 5.25 1.73 1 TOP SLAB 10.67
11'-0" (TYP.)
O � �
16-MAR-2017 09:25
K:�Structures�Plons�Culvertl\U3109A_SD_CU.dgn
kolford
:�
BOX 2
LRFR SUMMARY
BOX 3
LOAD FACTORSo
DESIGN LOAD RATING FACTORS
LOAD TYPE MAX MIN
FACTOR FACTOR
DC 1.25 0.90
DW 1.50 0.65
EV 1.30 0.90
EH 1.35 0.50 OR 0.90
ES 1.35 0.50 OR 0.90
LS 1.75 --
WA 1.��
NOTEo
RATING FACTORS ARE BASED ON THE STRENGTH I LIMIT STATE.
COMMENTSe
1.
2a
3.
4.
� CONTROLLING LOAD RATING
lO DESIGN LOAD RATING (HL-93)
O2 DESIGN LOAD RATING (HS-20)
O3 LEGAL LOAD RATING � �
�� SEE CHART FOR VEHICLE TYPE
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DocuSigned by:
��' ��
F245838930BF40E..
3/16/2017
PROJEC T N0� U- 310 9 A
ALAMANCE CouNTY
STATION:
SHEET 5 OF 5
96+88000 -L -
STDa NOo LRFRS