POC Resurfacing of 10 Sections of Secondary Roads in Mecklenburg County POC Replace Bridge #217 over Lanes Creek on SR 1654 (Morton Road) in Anson County
| Agency: | Division of Highways |
|---|---|
| State: | North Carolina |
| Type of Government: | State & Local |
| Category: |
|
| Posted: | Mar 28, 2024 |
| Due: | Apr 17, 2024 |
| Publication URL: | To access bid details, please log in. |
9381CE1B-4867-4E48-A331-465553680AB5
04/17/24
Advertised
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DocuSign Envelope ID: D7384F63-FE83-4E54-B75A-B0C99FA83A8C
ROCKY
(SRRIVER
1612C)HURCH
RD
(L SE RE1R6D 13)
R( ASN RD1 A6 L1 L2R )D
RAC(E SR TR 1A 45 C2 K)RD
RD
CEDAR(SGRR1O6V1E0)
MORTON RD
(SR 1654)
BEGIN
PROJECT
END
PROJECT
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
ANSON COUNTY
LOCATION: BRIDGE #217 OVER LANES CREEK ON SR 1654 (MORTON RD)
TYPE OF WORK: GRADING, PAVING, DRAINAGE, & STRUCTURE
STATE
STATE PROJECT REFERENCE NO.
N.C. BP10.R049.3
SHEET
NO.
1
TOTAL
SHEETS
STATE PROJ. NO.
F. A. PROJ. NO.
DESCRIPTION
BP10.R049.1
BP10.R049.2
BP10.R049.3
P.E.
ROW & UTIL
CONSTRUCTION
NORTH CAROLINA
VICINITY MAP
DETOUR
N.T.S.
(CEDAR TO SR
GROVE 1610
RD
)
BEGIN PROJECT WBS BP10.R049.3
-L- STA. 12+00.00
BEGIN BRIDGE
-L- STA. 15+01.75
-L-
SR 1654 (MORTON ROAD)
END BRIDGE
-L- STA. 16+74.25
END PROJECT WBS BP10.R049.3
-L- STA. 20+40.00
STRUCTURES
DESIGN DATA
ADT 2015 =
ADT 2025 =
DHV =
D=
T=
V=
80
160
N/A
N/A
0%
35 MPH
FUNC. CLASSIFICATION:
SUB REGIONAL TIER
PROJECT LENGTH
LENGTH OF ROADWAY PROJECT WBS BP10.R049.3 = .126 MILES
LENGTH OF STRUCTURE PROJECT WBS BP10.R049.3 = .033 MILES
TOTAL LENGTH OF PROJECT WBS BP10.R049.3 = .159 MILES
NCDOT CONTACT: YANWEI MA, PE
Division Bridge Manager
PLANS PREPARED FOR THE NCDOT BY:
STV Engineers, Inc.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
2024 STANDARD SPECIFICATIONS
RIGHT OF WAY DATE:
NOVEMBER 9, 2018
JASON GRISCOM, PE
PROJECT ENGINEER
LETTING DATE:
APRIL 17, 2024
LAURA MELVIN, PE
PROJECT DESIGNER
STRUCTURES
ENGINEER
2/9/2024
RTHFEC SA SR IOOL
SEAL
029429
SOENNG T. IN GEREISRC
SIGNATURE:
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
P.E.
TE OF NORTH CA
N
T O F TRANSPO
DocuSign Envelope ID: 3252888A-34DE-46EC-B376-B5513B228EE4
14+50
15+00
15+50
VERTICAL CURVE
DATA -L-
(-)8.2182%
(+)1.0000%
270
260
250
240
230
PI = 13+65.00
EL = 251.50'
VC = 210'
FILL FACE @ END BENT 1
STA. 15+01.75 -L-
GRADE POINT EL. 252.83
BEGIN FRONT SLOPE
SPAN A
1'-6" TO UNCLASSIFIED
EXCAVATION
EL. 252|
STA. 14+95.00 -L-
GRADE POINT EL. 252.78
FIX
UNCLASSIFIED
EXCAVATION
(TYP.)
EL. 253|
HP 12 X 53
STEEL PILES
(TYP.)
1
1•
(TYP.)
EL. 247|
FIX
EL. 244|
EXCAVATE TO EL. 247|
(GRADE TO DRAIN)
237|
EL.
3'-0" •
DRILLED
END BENT 1
PIER (TYP.)
FIX
2'-6" •
COLUMN
(TYP.)
TOP OF
DRILLED
PIER
EL. 238.5
BENT 1
16+00
16+50
17+00
VERTICAL CURVE
DATA -L-
(+)1.0000% (-)0.8493%
PI = 15+90.00
EL = 253.75'
VC = 240'
SPAN B
100 YR. W.S.
EL. 251.8
25 YR. W.S.
EL. 247.1
EXISTING
STRUCTURE
(TYP.)
W.S. EL. 237.5
ON 05/03/18
FIX
FIX
SPAN C
EL. 243|
1'-7" MIN.
BERM (TYP.)
FILL FACE @ END BENT 2
STA. 16+74.25 -L-
GRADE POINT EL. 252.99
1'-0" MIN. EARTH
BERM (TYP.)
EL. 253|
EL. 247|
FIX
BEGIN FRONT SLOPE
ON EXTENDED TANGENT
STA. 16+81.02 -L-
OFFSET 0.056' LT.
GRADE POINT EL. 252.95
EXCAVATE TO EL. 246|
(GRADE TO DRAIN)
EL. 237|
CLASS II
RIP RAP
(TYP.)
TOP OF
DRILLED
PIER
EL. 238.5
END BENT 2
BENT 2
SECTION ALONG -L-
17+50
LOW CHORD EL. @ END BENT 1 = 250.32
LOW CHORD EL. @ END BENT 2 = 250.47
EL. 251|
APPROX. EXISTING
GROUNDLINE
I HEREBY CERTIFY THESE PLANS
ARE THE AS-BUILT PLANS
BEGIN FRONT SLOPE
STA. 14+95.00 -L-
BEGIN APPROACH SLAB
STA. 14+90.88 -L-
TO SR 1610
(CEDAR GROVE RD.)
51'-2‚"
SPAN A
EARTH BERM
EL. 246.44
172'-6" (FILL FACE END BENT 1 TO FILL FACE END BENT 2) ALONG { -L-
70'-1•"
SPAN B
35'-0ƒ"
EXISTING
STRUCTURE
ID STA. 15+88.00 -L-
-L-
51'-2‚"
SPAN C
EARTH BERM
EL. 246.59
CLASS II
RIP RAP
(TYP.)
W.P. 4 @ FILL FACE
END BENT 2
STA. 16+74.25 -L-
END APPROACH SLAB
ON EXTENDED TANGENT
STA. 16+85.12 -L-
OFFSET 0.175' LT.
HORIZONTAL CURVE DATA
-L-
PI = 17+59.82
= 36 3°8' 56.7" (RT.)
D = 22° 33' 26.6"
L = 162.47'
T = 84.12'
R = 254.00'
EXTENDED
TANGENT
W.P. 1 @ FILL FACE
END BENT 1
STA. 15+01.75 -L-
90°-00'-00"
(TYP.)
EARTH BERM
EL. 245.12
1'-0" MIN. EARTH
BERM (TYP.)
HYDRAULIC DATA
DESIGN DISCHARGE:
FREQUENCY OF DESIGN FLOOD:
DESIGN HIGH WATER ELEVATION:
DRAINAGE AREA:
BASE DISCHARGE (Q100):
BASE HIGH WATER ELEVATION:
9,600 CFS
25 YRS.
247.1
133 SQ. MI.
13,000 CFS
251.8
OVERTOPPING DATA
OVERTOPPING DISCHARGE:
FREQUENCY OF OVERTOPPING:
OVERTOPPING FLOOD ELEVATION:
LOW POINT @ STA. 18+87.04 -L-
13,000 CFS
100 +/- YRS.
251.3
DRAWN BY :
CHECKED BY :
CL
LEM
DESIGN ENGINEER OF RECORD :
JTG
DATE :
DATE :
DATE :
12-18
3-19
2-24
W.P. 2 @ BENT 1
STA. 15+52.94 -L-
W.P. 3 @ BENT 2
STA. 16+23.06 -L-
PLAN
(STEEL PILES NOT SHOWN FOR CLARITY)
PC STA. 16+75.69 -L-
EARTH BERM
EL. 245.27
BEGIN FRONT SLOPE
ON EXTENDED TANGENT
STA. 16+81.02 -L-
OFFSET 0.056' LT.
TO SR
(HOUGH
1654
RD.)
1'-7" MIN.
BERM (TYP.)
2/7/2024
RTHFEC SA SR IOOL
SEAL
029429
SOENNG T. IN GEREISRC
STV ENGINEERS, INC.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
BP10.R049.3
ANSON
COUNTY
STATION:
15+88.00 -L-
SHEET 1 OF 2
REPLACES BRIDGE NO. 217
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
GENERAL DRAWING
FOR BRIDGE ON SR 1654
(MORTON ROAD) OVER
LANES CREEK BETWEEN
SR 1610 AND SR 1654
NO.
1
2
BY:
REVISIONS
DATE:
NO.
3
4
BY:
DATE:
SHEET NO.
S-1
TOTAL
SHEETS
21
DocuSign Envelope ID: 3252888A-34DE-46EC-B376-B5513B228EE4
BENCHMARK BM-1: STA. 11+93.82 -L-, 64.26' RT., ELEV. 262.51, N 496119.681 , E 1645924.118
CLASS II
RIP RAP
(TYP.)
TO SR 1610
FOR UTILITY INFORMATION,
SEE UTILITY PLANS AND
SPECIAL PROVISIONS.
-L-
ID STA. 15+88.00 -L-
PROPOSED GUARDRAIL
(ROADWAY DETAIL
AND PAY ITEM, TYP.)
EXTENDED
TANGENT
90°-00'-00"
(TYP.)
EXISTING
STRUCTURE
SR 1654
MORTON RD.
PC STA. 16+75.69 -L-
TO
SR
1654
LOCATION SKETCH
TOTAL BILL OF MATERIAL
REMOVAL OF
EXISTING
ASBESTOS
STRUCTURE AT ASSESSMENT
STA. 15+88.00 -L-
3'-0" ~
3'-0" ~
PERMANENT
UNCLASSIFIED
BRIDGE
DRILLED DRILLED STEEL CASING SPT
CSL
STRUCTURE
CLASS A
APPROACH
PIERS PIERS NOT FOR 3'-0" ~ TESTING TESTING EXCAVATION CONCRETE SLABS
IN SOIL IN SOIL DRILLED PIER
REINFORCING
STEEL
SUPERSTRUCTURE
END BENT 1
BENT 1
BENT 2
END BENT 2
LUMP SUM
LUMP SUM LIN. FT. LIN. FT.
LIN. FT.
13.5
48
15.5
46
16.5
16.5
EA.
3
3
EA.
LUMP SUM
CU. YD. LUMP SUM
18.8
15.9
16.0
18.8
LBS.
2,299
9,496
9,504
2,299
TOTAL
LUMP SUM
LUMP SUM
29.0
94
33.0
6
1
LUMP SUM
69.5
LUMP SUM
23,598
TOTAL BILL OF MATERIAL (CONT'D)
SPIRAL
PILE DRIVING
COLUMN
EQUIPMENT SETUP
REINFORCING FOR HP 12X53
STEEL
STEEL PILES
HP 12X53
STEEL
PILES
VERTICAL
CONCRETE
BARRIER
RAIL
RIP RAP GEOTEXTILE
CLASS II
FOR
(2'-0" THICK) DRAINAGE
ELASTOMERIC
BEARINGS
3'-0" X 1'-9" 3'-0" X 2'-0"
PRESTRESSED PRESTRESSED
CONCRETE
CONCRETE
CORED SLABS CORED SLABS
SUPERSTRUCTURE
END BENT 1
BENT 1
BENT 2
END BENT 2
LBS.
1,560
1,563
EA.
5
5
NO.LIN. FT. LIN. FT.
340.75
5
100
TONS
65
SQ. YDS.
75
LUMP SUM
NO. LIN. FT. NO. LIN. FT.
18 900.0
9
630.0
5
100
85
95
TOTAL
3,123
10
10 200
340.75
150
170
LUMP SUM
18 900.0
9
630.0
GENERAL NOTES
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE ``STANDARD NOTES'' SHEET.
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
THE EXISTING STRUCTURE CONSISTING OF (1) 45'-2" AND (2) 45'-1" SPANS WITH TIMBER DECK ON STEEL GIRDERS, TIMBER JOISTS AND STEEL
FLOORBEAMS WITH A CLEAR ROADWAY OF 11'-3" AND SUPPORTED BY TIMBER CAP AND PILE AND TIMBER BULKHEADS AND CONCRETE POST AND BEAM
INTERIOR BENTS SHALL BE REMOVED. THE EXISTING BRIDGE IS PRESENTLY POSTED FOR LOAD LIMIT. SHOULD THE STRUCTURAL INTEGRITY OF THE
BRIDGE DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE, A LOAD LIMIT MAY BE POSTED AND MAY BE REDUCED AS FOUND NECESSARY
DURING THE LIFE OF THE PROJECT.
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED SO AS NOT TO ALLOW DEBRIS TO FALL INTO THE WATER. THE CONTRACTOR SHALL SUBMIT
DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE WITH ARTICLE 402-2 OF THE STANDARD SPECIFICATIONS.
INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL CONTAINS LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE
107-1 OF THE STANDARD SPECIFICATIONS. ANY COSTS RESULTING FROM COMPLIANCE WITH APPLICABLE STATE OR FEDERAL REGULATIONS PERTAINING
TO HANDLING OF MATERIALS CONTAINING LEAD BASED PAINT SHALL BE INCLUDED IN THE BID PRICE FOR ``REMOVAL OF EXISTING STRUCTURE AT
STATION 15+88.00 -L-''.
THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA (ON SHEET 1 OF 2) SHALL BE EXCAVATED FOR A DISTANCE FROM THE CENTERLINE OF ROADWAY OF
27'| (LEFT) AND 26'| (RIGHT), AS DIRECTED BY THE ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR UNCLASSIFIED
STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD SPECIFICATIONS.
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS
SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER AGAINST THE DEPARTMENT OF
TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN ON
THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
AT THE CONTRACTOR'S OPTION, PRESTRESSED CONCRETE END BENT AND BENT CAPS MAY BE SUBSTITUTED IN PLACE OF THE CAST-IN-PLACE CAPS. THE
CONTRACTOR SHALL COORDINATE WITH THE RESIDENT ENGINEER TO RECEIVE REVISED PLANS AND DETAILS FROM THE STRUCTURES MANAGEMENT UNIT.
THE REDESIGN AND ANY ADDITIONAL MATERIALS NEEDED WILL BE AT NO ADDITIONAL COST TO THE CONTRACTOR.
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH ``HEC 18 - EVALUATING SCOUR AT BRIDGES''.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY PLANS.
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES, SEE SPECIAL PROVISIONS.
FOUNDATION NOTES
FOR PILES, SEE SECTION 450 OF THE STANDARD SPECIFICATIONS.
PILES AT END BENT NOS. 1 AND 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 80 TONS PER PILE.
DRIVE PILES AT END BENT NOS. 1 AND 2 TO A REQUIRED DRIVING RESISTANCE OF 133 TONS PER PILE.
FOR DRILLED PIERS, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
DRILLED PIERS AT BENT NOS. 1 AND 2 ARE DESIGNED FOR A FACTORED RESISTANCE OF 400.0 TONS PER PIER. CHECK FIELD CONDITIONS
FOR THE REQUIRED TIP RESISTANCE OF 40.0 TSF.
INSTALL DRILLED PIERS AT BENT NOS. 1 AND 2 TO A TIP ELEVATION NO HIGHER THAN 218 FT, SATISFY THE REQUIRED TIP RESISTANCE
AND HAVE A PENETRATION OF AT LEAST 15 FT INTO ROCK OR WEATHERED ROCK.
PERMANENT STEEL CASINGS ARE REQUIRED FOR DRILLED PIERS AT BENT NOS. 1 AND 2. DO NOT EXTEND PERMANENT CASINGS BELOW
ELEVATION 233 FT WITHOUT PRIOR APPROVAL FROM THE ENGINEER.
THE SCOUR CRITICAL ELEVATION FOR BENT NOS. 1 AND 2 IS ELEVATION 230 FT. THE SCOUR CRITICAL ELEVATION IS USED TO MONITOR
POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
SPT IS REQUIRED FOR DRILLED PIERS AT BENTS NO. 1 AND 2. FOR SPT TESTING, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
CSL TUBES ARE REQUIRED AND CSL TESTING MAY BE REQUIRED FOR THE DRILLED PIERS. THE ENGINEER WILL DETERMINE THE NEED FOR
CSL TESTING. FOR CSL TESTING, SEE SECTION 411 OF THE STANDARD SPECIFICATIONS.
PROJECT NO.
BP10.R049.3
ANSON
COUNTY
STATION:
15+88.00 -L-
DRAWN BY :
CHECKED BY :
CL
LEM
DESIGN ENGINEER OF RECORD :
JTG
DATE :
DATE :
DATE :
12-18
3-19
2-24
2/7/2024
RTHFEC SA SR IOOL
SEAL
029429
SOENNG T. IN GEREISRC
STV ENGINEERS, INC.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
SHEET 2 OF 2
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
GENERAL DRAWING
FOR BRIDGE ON SR 1654
(MORTON ROAD) OVER
LANES CREEK BETWEEN
SR 1610 AND SR 1654
NO.
1
2
BY:
REVISIONS
DATE:
NO.
3
4
BY:
DATE:
SHEET NO.
S-2
TOTAL
SHEETS
21
DocuSign Envelope ID: 3252888A-34DE-46EC-B376-B5513B228EE4
LOAD AND RESISTANCE FACTOR RATING (LRFR) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE
MOMENT
SHEAR
SERVICE III LIMIT STATE
MOMENT
LOAD FACTORS:
DESIGN
LOAD
RATING
FACTORS
LIMIT STATE
STRENGTH I
SERVICE III
gDC gDW
1.25 1.50
1.00 1.00
DESIGN
LOAD
LEGAL
LOAD
EMERGENCY
VEHICLE (EV)
HL-93 (INVENTORY)
HL-93 (OPERATING)
HS-20 (INVENTORY)
HS-20 (OPERATING)
SNSH
SNGARBS2
SNAGRIS2
SNCOTTS3
SNAGGRS4
SNS5A
SNS6A
SNS7B
TNAGRIT3
TNT4A
TNT6A
TNT7A
TNT7B
TNAGRIT4
TNAGT5A
TNAGT5B
EV2
EV3
N/A
N/A
36.000
36.000
13.500
20.000
22.000
27.250
34.925
35.550
39.950
42.000
33.000
33.075
41.600
42.000
42.000
43.000
45.000
45.000
28.750
43.000
1
1.394
--
1.75 0.276 1.57 50' EL
24.5 0.531 1.39 50' EL
2.45
0.80 0.276 1.44 50'
EL
1.807
--
1.35 0.276 2.03 50' EL
24.5 0.531 1.81 50' EL
2.45
N/A
--
--
--
--
2
1.667 60.007
1.75 0.276 1.95 50' EL
24.5 0.531 1.67 50' EL
2.45
0.80 0.276 1.79 50'
EL
2.161 77.787
1.35 0.276 2.52 50' EL
24.5 0.531 2.16 50' EL
2.45
N/A
--
--
--
--
3.635 49.079
1.4 0.276 4.95 50' EL
24.5 0.531 4.70 50' EL
2.45
0.80 0.276 3.64 50'
EL
2.871 57.420
1.4 0.276 3.91 50' EL
24.5 0.531 3.42 50' EL
2.45
0.80 0.276 2.87 50'
EL
2.778 61.109
1.4 0.276 3.78 50' EL
19.6 0.531 3.21 50' EL
2.45
0.80 0.276 2.78 50'
EL
1.814 49.418
1.4 0.276 2.47 50' EL
24.5 0.531 2.36 50' EL
2.45
0.80 0.276 1.81 50'
EL
1.577 55.063
1.4 0.276 2.15 50' EL
24.5 0.531 2.01 50' EL
2.45
0.80 0.276 1.58 50'
EL
1.537 54.657
1.4 0.276 2.09 50' EL
24.5 0.531 2.07 50' EL
2.45
0.80 0.276 1.54 50'
EL
1.438 57.430
1.4 0.276 1.96 50' EL
24.5 0.531 1.91 50' EL
2.45
0.80 0.276 1.44 50'
EL
1.370 57.540
1.4 0.276 1.87 50' EL
24.5 0.531 1.91 50' EL
2.45
0.80 0.276 1.37 50'
EL
1.761 58.118
1.4 0.276 2.40 50' EL
24.5 0.531 2.25 50' EL
2.45
0.80 0.276 1.76 50'
EL
1.777 58.759
1.4 0.276 2.42 50' EL
24.5 0.531 2.17 50' EL
2.45
0.80 0.276 1.78 50'
EL
1.480 61.558
1.4 0.276 2.01 50' EL
24.5 0.531 2.08 50' EL
2.45
0.80 0.276 1.48 50'
EL
1.502 63.087
1.4 0.276 2.05 50' EL
24.5 0.531 1.94 50' EL
2.45
0.80 0.276 1.50 50'
EL
1.566 65.773
1.4 0.276 2.13 50' EL
24.5 0.531 1.84 50' EL
2.45
0.80 0.276 1.57 50'
EL
1.486 63.902
1.4 0.276 2.02 50' EL
24.5 0.531 1.77 50' EL
2.45
0.80 0.276 1.49 50'
EL
1.388 62.470
1.4 0.276 1.89 50' EL
24.5 0.531 1.80 50' EL
2.45
0.80 0.276 1.39 50'
EL
3
1.360 61.206
1.4 0.276 1.85 50' EL
24.5 0.531 1.68 50' EL
2.45
0.80 0.276 1.36 50'
EL
2.154 61.929
1.3 0.276 2.97 50' EL
24.5 0.531 2.50 50' EL
5.50
0.80 0.276 2.15 50'
EL
4
1.392 59.852
1.3 0.276 1.92 50' EL
24.5 0.531 1.69 50' EL
5.50
0.80 0.276 1.39 50'
EL
24.5
--
24.5
--
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
24.5
NOTES:
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REQUIRED FOR DESIGN.
COMMENTS:
1.
2.
3.
4.
# CONTROLLING LOAD RATING
1 DESIGN LOAD RATING (HL-93)
2 DESIGN LOAD RATING (HS-20)
3 LEGAL LOAD RATING * *
**
4 EMERGENCY VEHICLE LOAD RATING
* * SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I - INTERIOR GIRDER
EL- EXTERIOR LEFT GIRDER
ER- EXTERIOR RIGHT GIRDER
DRAWN BY :
CHECKED BY :
SGH
JTG
DESIGN ENGINEER OF RECORD :
DRAWN BY : MAA 1/08
CHECKED BY : GM/DI 2/08
DATE :
JTG
DATE :
DATE :
REV. 11/12/08RR
REV. 10/1/11
REV. 04/23
2-24
2-24
2-24
MAA/GM
MAA/GM
BNB/AAI
1
3
2
4
LRFR SUMMARY
FOR SPANS "A" & "C"
2/7/2024
RTHFEC SA SR IOOL
SEAL
029429
SOENNG T. IN GEREISRC
STV ENGINEERS, INC.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
BP10.R049.3
ANSON
COUNTY
STATION:
15+88.00 -L-
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
STANDARD
LRFR SUMMARY FOR
50' CORED SLAB UNIT
90° SKEW
(NON-INTERSTATE TRAFFIC)
NO.
1
2
BY:
REVISIONS
DATE:
NO.
3
4
BY:
DATE:
SHEET NO.
S-3
TOTAL
SHEETS
21
STD. NO. 21LRFR1_90S_50L
DocuSign Envelope ID: 3252888A-34DE-46EC-B376-B5513B228EE4
LOAD AND RESISTANCE FACTOR RATING (LRFR) SUMMARY FOR PRESTRESSED CONCRETE GIRDERS
STRENGTH I LIMIT STATE
MOMENT
SHEAR
SERVICE III LIMIT STATE
MOMENT
LOAD FACTORS:
DESIGN
LOAD
RATING
FACTORS
LIMIT STATE
STRENGTH I
SERVICE III
gDC gDW
1.25 1.50
1.00 1.00
DESIGN
LOAD
LEGAL
LOAD
EMERGENCY
VEHICLE (EV)
HL-93 (INVENTORY)
HL-93 (OPERATING)
HS-20 (INVENTORY)
HS-20 (OPERATING)
SNSH
SNGARBS2
SNAGRIS2
SNCOTTS3
SNAGGRS4
SNS5A
SNS6A
SNS7B
TNAGRIT3
TNT4A
TNT6A
TNT7A
TNT7B
TNAGRIT4
TNAGT5A
TNAGT5B
EV2
EV3
N/A
N/A
36.000
36.000
13.500
20.000
22.000
27.250
34.925
35.550
39.950
42.000
33.000
33.075
41.600
42.000
42.000
43.000
45.000
45.000
28.750
43.000
1
1.006
--
1.75 0.273 1.03 70' EL
34.5
0.507 1.32 70' EL
1.341
--
1.35 0.273 1.34 70' EL
34.5
0.507 1.72 70' EL
2
1.306 47.02
1.75 0.273 1.34 70' EL
34.5
0.507 1.65 70' EL
1.740 62.64
1.35 0.273 1.74 70' EL
34.5
0.507 2.14 70' EL
2.917 39.379
1.4 0.273 3.75 70' EL
34.5
0.507 4.87 70' EL
2.187 43.741
1.4 0.273 2.81 70' EL
34.5
0.507 3.47 70' EL
2.077 45.690
1.4 0.273 2.67 70' EL 34.5
0.507 3.23 70' EL
1.452 39.565
1.4 0.273 1.87 70' EL 34.5
0.507 2.43 70' EL
1.218 42.554
1.4 0.273 1.57 70' EL 34.5
0.507 2.03 70' EL
1.191 42.346
1.4 0.273 1.53 70' EL 34.5
0.507 2.06 70' EL
1.095 43.747
1.4 0.273 1.41 70' EL 34.5
0.507 1.88 70' EL
1.043 43.801
1.4 0.273 1.34 70' EL 34.5
0.507 1.85 70' EL
1.336 44.087
1.4 0.273 1.72 70' EL 34.5
0.507 2.23 70' EL
1.342 44.401
1.4 0.273 1.72 70' EL 34.5
0.507 2.17 70' EL
1.100 45.746
1.4 0.273 1.41 70' EL 34.5
0.507 1.98 70' EL
1.106 46.462
1.4 0.273 1.42 70' EL 34.5
0.507 1.94 70' EL
1.147 48.180
1.4 0.273 1.47 70' EL 34.5
0.507 1.80 70' EL
1.089 46.838
1.4 0.273 1.40 70' EL 34.5
0.507 1.74 70' EL
1.026 46.175
1.4 0.273 1.32 70' EL 34.5
0.507 1.74 70' EL
3
1.013 45.579
1.4 0.273 1.30 70' EL 34.5
0.507 1.66 70' EL
1.816 52.212
1.3 0.273 2.11 70' EL 34.5
0.507 2.59 70' EL
4
1.188 51.068
1.3 0.273 1.38 70' EL 34.5
0.507 1.75 70' EL
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
6.9
0.80 0.273 1.01 70'
EL
N/A
--
--
--
--
0.80 0.273 1.31 70'
EL
N/A
--
--
--
--
0.80 0.273 2.92 70'
EL
0.80 0.273 2.19 70'
EL
0.80 0.273 2.08 70' EL
0.80 0.273 1.45 70' EL
0.80 0.273 1.22 70' EL
0.80 0.273 1.19 70' EL
0.80 0.273 1.10 70' EL
0.80 0.273 1.04 70' EL
0.80 0.273 1.34 70' EL
0.80 0.273 1.34 70' EL
0.80 0.273 1.10 70' EL
0.80 0.273 1.11 70' EL
0.80 0.273 1.15 70' EL
0.80 0.273 1.09 70' EL
0.80 0.273 1.03 70' EL
0.80 0.273 1.01 70' EL
0.80 0.273 1.82 70' EL
0.80 0.273 1.19 70' EL
34.5
--
34.5
--
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
34.5
DRAWN BY :
CHECKED BY :
SGH
JTG
DESIGN ENGINEER OF RECORD :
JTG
DATE :
DATE :
DATE :
2-24
2-24
2-24
DRAWN BY: CVC 6/10
CHECKED BY: DNS 6/10
REV. BY : BNB/AKP
06/23
1
2
3
4
LRFR SUMMARY
FOR SPAN "B"
NOTES:
MINIMUM RATING FACTORS ARE BASED ON THE STRENGTH I AND
SERVICE III LIMIT STATES.
ALLOWABLE STRESSES FOR SERVICE III LIMIT STATE ARE AS
REQUIRED FOR DESIGN.
COMMENTS:
1.
2.
3.
4.
# CONTROLLING LOAD RATING
1 DESIGN LOAD RATING (HL-93)
2 DESIGN LOAD RATING (HS-20)
3 LEGAL LOAD RATING * *
**
4 EMERGENCY VEHICLE LOAD RATING
* * SEE CHART FOR VEHICLE TYPE
GIRDER LOCATION
I - INTERIOR GIRDER
EL- EXTERIOR LEFT GIRDER
ER- EXTERIOR RIGHT GIRDER
2/7/2024
RTHFEC SA SR IOOL
SEAL
029429
SOENNG T. IN GEREISRC
STV ENGINEERS, INC.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
PROJECT NO.
BP10.R049.3
ANSON
COUNTY
STATION:
15+88.00 -L-
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
RALEIGH
STANDARD
LRFR SUMMARY FOR
70' CORED SLAB UNIT
90° SKEW
(NON-INTERSTATE TRAFFIC)
NO.
1
2
BY:
REVISIONS
DATE:
NO.
3
4
BY:
DATE:
SHEET NO.
S-4
TOTAL
SHEETS
21
STD. NO. 24LRFR1_90S_70L
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