hdr engineering, inc. jv 225 bridge replacement
TRANSCRIPT
Architects Engineers Surveyors
Williamsport 1000 Commerce Park Drive, Suite 201, Williamsport, PA 17701
Tel (570) 323-6603 Toll Free (877) 323-6603 Fax (570) 323-9902
www.larsondesigngroup.com
YOUR VISION. MADE REAL.
An employee owned company
Please consider the environment.
July 24, 2015
Mr. Kenneth J. Wright, P.E.
HDR Engineering, Inc.
11 Stanwix St., Suite 800
Pittsburgh, PA 15222-1357
Re: SR 0194, Section 000
JV 225 Bridge Replacement
SR 0194 (South Queen Street) over UNT to Beaver Creek
Abbottstown Borough, Adams County
Streamlined Type, Size and Location Submission
Dear Mr. Wright,
Larson Design Group is pleased to submit one (1) copy of the Streamlined Type, Size, and Location
(TS&L) Submission for the proposed SR 0194 (South Queen Street) over UNT to Beaver Creek structure.
The Streamlined Submission is in accordance with RBRP Modified Design Manual, Part 4, PP1.9.3.3.
Type, Size and Location approval is requested for this structure. Enclosed for your review and approval
are the following items:
• Type, Size, and Location Drawings (2 sheets)
• Design Calculations
The following information for the proposed structure TS&L is provided in accordance with RBRP
Modified Design Manual, Part 4, Section PP 1.9.3.3:
1) Location: SR 0194, Section 000
Segment 0240 Offset 1689
Station 137+15.50
SR 0194 (South Queen Street) over UNT to Beaver Creek
Abbottstown Borough, Adams County
2) Recommended Structure:
Single cell precast concrete box culvert with a 26’-0” x 6’-6” opening and post-tensioned
longitudinally.
Standalone precast wingwalls at the upstream and downstream ends.
Culvert is at-grade with a variable depth bituminous overlay.
3) Span Lengths:
One (1), 26’-0” clear span
4) Roadway Width:
Out-to-out: 44’-6½”, includes two 1’-9¼” wide structure mounted guide rail barriers.
Rail-to-rail: 40’-0”, includes two 12’-0” lanes and two 8’-0” shoulders.
5) Skew Angles:
90° 00' 00"
6) Vertical and Horizontal Clearance:
• Minimum Required Effective Opening Height: 3’-0” (BD-632M)
• Existing Opening Height: 3’-9 3/8”
• Provided Effective Opening Height Under Bridge: 5’-6”
7) Type of Substructure Recommended: N/A
8) Deck Joints: None
9) Bearing Type and Location: N/A
10) Deck and Off Structure Drainage:
• On Structure: None Required (natural)
• Off Structure: Rock slope protection per Roadway Standard Detail Q on near and far left
and near and far right. Refer to Roadway Design Field View Plans for Roadway
Standard Detail.
11) Design Methodology for Superstructure: Load and Resistance Factor Design in accordance with AASHTO LRFD Bridge Design
Specifications, 5th Edition, 2010, as Supplemented by RBRP Modified Design Manual Part
4. Live load distribution is based on AASHTO live load distribution methods as modified by
RBRP Modified Design Manual Part 4.
Additional information from QA Form D-512:
1. Project Information
S-Number: 35063
Design ADT: 15271
Design ADTT: 1374
Design Year: 2037
2. Culvert Type and Geometry
Fill Height: 0.28’ Min, 0.96’ Max
Length: 44’-6½”
Fish Passage: Yes
3. General
Backfill Unit Density: 140 pcf
Railroad Live Load: No
pH Foundation Material: N/A
pH Water: 8.3
Method of Corrosion Protection: Epoxy Coated Rebar and Type II Cement
Anticipated Removal of Unsuitable Material: No
Anticipated Settlement: < 1.0”
Inlet End Wall Provided: Alternate Cutoff Wall with Grouted Rock
Inlet Scour Protection Provided: Partially Grouted Rock
Outlet End Wall Provided: Alternate Cutoff Wall with Grouted Rock
Outlet Scour Protection Provided: Partially Grouted Rock
4. Design Requirements
Design Life: Greater than 100 years
Box Culvert Type: Precast
Why C.I.P: N/A
Computer Program Used: BXLRFD 2.6.0.0
Method of Abrasion Protection: None
If you have any questions regarding this submission, please contact me at LDG’s Beaver, PA office at
(724) 495-7020 or via email at [email protected].
Sincerely yours,
LARSON DESIGN GROUP
Richard J. Flango, P.E.
Project Manager
Enclosures
Approved: Date:
500
505
505505
505
137
SUPPLEMENTAL DRAWINGS
BC-706M
BC-734M 10-26-10ANCHOR SYSTEMS
BC-735M 10-26-10WALL CONSTR & EXP JOINT DETAILS
BC-736MREINFORCEMENT BAR FABRICATION DETAILS
BC-788M
BC-798MMECHANICAL CONNECTION DETAILS
5-18-12
5-18-12
11-26-13
APP. DATEDWG. NO.DESCRIPTION
1
JESJES KDA
S.R. 0194 STA. 137+15.50
SEG. 0240 OFF. 1689
35063
S.R. 0194 SECTION 000
TYPE, SIZE AND LOCATION
26'-0" x 6'-6" PRECAST CONCRETE BOX CULVERT
2
PREPARED BY:
PITTSBURGH, PA 15222
SUITE 800
11 STANWIX STREET
HDR ENGINEERING, INC.
SIGNATURE & DATE
PREPARED BY:
2 0 4 8 FEET
PLAN
BEAVER CREEK
RETURN PERIOD - 25 YR FLOOD
RETURN PERIOD - 100 YR FLOOD
VERTICAL CURVE DATA
HORIZONTAL CURVE DATA
AND BASED ON FIELD MEASUREMENTS
STATIONS AND OFFSETS ARE APPROXIMATE
HYDRAULIC DATA
BORING STATION OFFSET
BORING TABLE
B-1
B-2
TANGENT
SR 0194 SURV & CONSTR �
D-9002 CADD (02-90) REVISED (05-97)
DEPARTMENT OF TRANSPORTATION
COMMONWEALTH OF PENNSYLVANIA
SHEET OFRECOMMENDED
DES: DWG: CKD:
BMS 01-0194-0240-1689BRIDGE KEY 128JV 225 MPMS 99774
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Mark Description By Chk'd. App'd. Date
REVISIONS
DISTRICT BRIDGE ENGINEER
DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)SPECIAL CHARACTERS:
ADAMS COUNTY
2 0 4 8 FEET
SECTION ALONG Ë OF CULVERT
2 0 4 8 FEET
ELEVATION
CLEAR
26'-0" NORMAL
RI
SE
6'-6"
TYPICAL WATERPROOFING AND EXPANSION DETAILS
136+93.52
137+33.59
7.48' LT
6.07' LT
B-1
B-2
WING A
WING B
WING C
WING D
STA AHEAD
PA STRUCTURE MOUNTED GUIDE RAIL BARRIER 11-26-13
WINGWALL TABLE
WINGWALL LENGTH
WING A 10'-0"
WING B
WING C
WING D
9'-0"
12'-0"
NOTES
9'-0"
OF WALL FROM BEND TO END OF WALL
LENGTHS ARE MEASURED ALONG FRONT FACE
ASSUMED NORMAL WATER ELEV = 500.30C
100 YR FLOOD ELEV = 507.96B
25 YR FLOOD ELEV = 507.20A
-0.81%
PVI
0.82%
DESIGN SPEED 40 MPH
= 137+34.84PVT STA
= 136+84.84PVC STA
= 688'SSD
= -0.10MO
= 50.00'VC
= 507.14PVI ELEV
= 137+09.84PVI STA
- PROPOSED CONTOURS
- INDICATES TRAFFIC DIRECTION
LEGEND
- AS DRILLED TEST BORING
- EXISTING CONTOURS
- EXISTING WATER EDGE
STREAMBED
PROPOSED
BAFFLE (TYP)
GROUTED R-7 ROCK (TYP)
WALL WITH PARTIALLY
ALTERNATE CUTOFFBEDDING MATERIAL (TYP)
2'-0" MIN
STA AHEAD
MOUNTED GUIDE RAIL (TYP)
PA STRUCTURE
PROFILE GRADE
(ROADWAY ITEM) (TYP)
SLOPE PROTECTION
PRECAST WINGWALL (TYP)
(ROADWAY ITEM)
APPROACH GUIDE RAIL
INLET SIDES (TYP)
FLOWABLE FILL AT
COMPACTED 2A OR
PROPOSED UNDERCLEASANCE = 5'-6"
EXISTING UNDERCLEARANCE = 3'-9…" *
(TYP)
5'-0"
1'-0"
DEPRESSION
1'-0" WIDE X 21'-8" LONG
BAFFLES 8" HIGH X
ALTERNATING INTERIOR
1.12%
6'-6"
A B
EF
F.*
5'-6"
C
(T
YP)
3'-6"
ELEV = 498.20
BOX INVERT
3" X 3" CHAMFER
1'-0" WIDE X 6'-6" LONG
BAFFLES 8" HIGH X
OPPOSING INLET
LANE
12'-0" 12'-0"
LANE
8'-0"
SHLDR
8'-0"
SHLDR
2'-3‚"
44'-6•" OUT-TO-OUT
40'-0" - RAIL-TO-RAIL
MOUNTED GUIDE RAIL (TYP)
PA STRUCTURE
ELEV = 497.70
BOX INVERT
1'-0" WIDE X 6'-6" LONG
BAFFLES 8" HIGH X
OPPOSING OUTLET
MATERIAL (TYP)
2'-0" MIN BEDDING
2'-3‚"
2.00% 2.00%2.00%2.00%
B.F.E.=492.70 (WING D)
B.F.E.=493.20 (WING C)
B.F.E.=493.20 (WING B)
B.F.E.=492.70 (WING A)
B.F.E.=492.70 (WING D)
B.F.E.=492.70 (WING A)B.F.E.=493.20 (WING C)
B.F.E.=493.20 (WING B)
APPROXIMATE T.O.R.
- BOTTOM OF FOOTING ELEVATIONB.F.E.
T.O.R. - TOP OF ROCK
APPROXIMATE T.O.R.
WITH GROUTED ROCK (TYP)
ALTERNATE CUTOFF WALL
SR 0194 SURVEY137
ELEV 506.94
STA 137+01.38
BEGIN STRUCTURE
ELEV 506.96
STA 137+15.50
� STRUCTUREELEV 506.99
STA 137+29.63
END STRUCTURE
STRUCTURE EXCAVATION
APPROXIMATE LIMITS OF
LA
NE
LA
NE
12'-0"
12'-0"
SH
LD
R
8'-0"
SH
LD
R
8'-0"
(T
YP)
CU
RB (
TY
P)
1'-6"
40'-0"
RAI
L-
TO-
RAI
L
6"
(T
OT
AL
PR
EC
AS
T
BO
X
LE
NG
TH)
44'-6•
"
OU
T-
TO-
OU
T
= 25'-0" (TYP)
5 POSTS @ 6'-3"
26'-0"
NORMAL CLEAR SPAN(TYP)
30°00'00"
(ROADWAY ITEM) (TYP)
SLOPE PROTECTION
(TYP)
90°00'00"
CONCRETE CURB (TYP)
PLAIN CEMENT
45°00'00"
500
505
505
505
505
505
505
505
505
STRUCTURE EXCAVATION
APPROXIMATE LIMITS OF
EXISTING STRUCTURE
(TO BE REMOVED)
RIGHT-OF-WAY
LEGAL
RIGHT-OF-WAY
LEGAL
(TO BE RELOCATED)
GAS LINE
(TO BE RELOCATED)
WATER LINE
(TO BE RELOCATED)
SANITARY SEWER LINE
(TO BE RELOCATED)
TELEVISION LINE
TELEPHONE & CABLE
OVERHEAD ELECTRIC,CULVERT
RIGHT-OF-WAY
REQUIRED
DRAINAGE DITCH
RELOCATED ROADWAY
BOX CULVERT
PRECAST
CONSTRUCTION EASEMENT
TEMPORARY
(TO BE RELOCATED)
SANITARY SEWER LINE
505
505
V = 1.86 FPS
Q = 1,359 CFS
WATER SURFACE EL = 507.20
V = 2.26 FPS
Q = 2,122 CFS
WATER SURFACE EL = 507.96
WATER SURFACE ELEVATION (FLOOD)-UNKNOWN
FLOOD OF RECORD - UNKNOWN
WATERWAY OPENING 143 SQ. FEET
DRAINAGE AREA 2.84 SQ. MILES
C
A
B
BE
AV
ER
CR
EE
KU
NT
TO
FOR GENERAL NOTES AND LOAD RATING SUMMARY, SEE SHEET 2.1.
OVER UNT TO BEAVER CREEK
GENERAL NOTES
PHL-93 OR P-82 (204 KIP PERMIT LOAD)
DESIGN IN ACCORDANCE WITH THE LRFD METHOD.
DESIGN SPECIFICATIONS:
DESIGN LIVE LOADS:
M INDICATES RATING CONTROLLED BY MOMENT.
3. V INDICATES RATING CONTROLLED BY SHEAR.
CAPACITY IN KIP-FEET.
CAPACITY IN KIPS. MOMENT RATINGS PROVIDE
GOVERNING RATING. SHEAR RATINGS PROVIDE
2. THE ULTIMATE CAPACITY RELATES TO THE
AND RESISTANCE FACTOR DESIGN (LRFD).
1. RATINGS IN THIS TABLE ARE BASED ON LOAD
RATING (IR)
INVENTORY
RATING (OR)
OPERATING
ELEMENT
LOCATION
LIMIT STATE
RATING FACTOR
ULTIMATE CAPACITY
LOCATION
LIMIT STATE
RATING FACTOR
ULTIMATE CAPACITY
H20
TOP SLAB
0.09L
STR I
1.95 (V)
27.13 K
TOP SLAB
0.09L
STR-II
2.53 (V)
27.13 K
HS20
0.09L
STR I
1.38 (V)
0.09L
STR-II
1.79 (V) 1.47 (V)
STR-II
0.09L
1.13 (V)
STR I
0.09L
ML-80 TK-527
0.91L
STR I
1.21 (V)
0.91L
STR-II
1.57 (V)
PHL-93
TOP SLAB
0.09L
STR I
1.19 (V)
27.13 K
TOP SLAB
0.09L
STR-IA
1.90 (V)
27.13 K
P-82
---
---
---
---
---
0.91L
STR-II
1.12 (V)
RATING NOTES:
2
JESJES KDA
S.R. 0194 STA. 137+15.50
SEG. 0240 OFF. 1689
35063
S.R. 0194 SECTION 000
99774225
GENERAL NOTES
26'-0" x 6'-6" PRECAST CONCRETE BOX CULVERT
2
ELEMENT
D-9002 CADD (02-90) REVISED (05-97)
DEPARTMENT OF TRANSPORTATION
COMMONWEALTH OF PENNSYLVANIA
SHEET OFRECOMMENDED
DES: DWG: CKD:
BMSBRIDGE KEYJV MPMS
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Mark Description By Chk'd. Recm'd Date
REVISIONS
DISTRICT BRIDGE ENGINEER
DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)SPECIAL CHARACTERS:
PRECAST BOX CULVERT (W/FWS)
USE OF CONCRETE ADDITIVES CONTAINING CHLORIDES IS PROHIBITED.
AND PRECAST CONCRETE.
USE EPOXY-COATED REINFORCEMENT BARS IN ALL CAST-IN-PLACE CONCRETE
FILL REQUIREMENTS.
HEAVY METALS AND MUST BE DISPOSED OF IN ACCORDANCE WITH PADEP CLEAN
EXISTING BRIDGE COMPONENTS ARE ASSUMED TO CONTAIN LEAD AND/OR OTHER
PROVIDE 2" CONCRETE COVER ON REINFORCEMENT BARS EXCEPT AS NOTED.
ACCORDANCE WITH STANDARD DRAWING BC-736M, UNLESS NOTED OTHERWISE.
PROVIDE MINIMUM LAP AND EMBEDMENT LENGTH OF REINFORCEMENT IN
RBRP MODIFIED PUB NO 408, AND THE CONTRACT SPECIAL PROVISIONS.
PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE WITH SPECIFICATIONS,
BY RBRP MODIFIED DM4.
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 2010, AND AS SUPPLEMENTED
DM-4 DISTRIBUTION FACTOR METHOD.
LIVE LOAD DISTRIBUTION TO THE CULVERT IS BASED UPON RBRP MODIFIED
DEAD LOAD INCLUDES AN ADDITIONAL 30 LB/SF FOR FUTURE WEARING SURFACE.
105.06 AND 107.12.
UTILITIES IN ACCORDANCE WITH RBRP MODIFIED PUB NO 408, SECTIONS
COORDINATE, LOCATE AND CONDUCT ALL WORK RELATED TO PUBLIC AND PRIVATE
CONSTRUCTION.
PRIOR TO CONSTRUCTION AND COOPERATE WITH THE FISH COMMISSION DURING
NOTIFY THE REGIONAL HEADQUARTERS OF THE PA FISH AND BOAT COMMISSION
COMPOUND IS TYPE 2, GRADE 2, AS DESCRIBED IN ASTM-C881-90
COMES IN CONTACT WITH PRECAST CEMENT CONCRETE. THE EPOXY BONDING
USE EPOXY BONDING COMPOUND WHEREVER CAST-IN-PLACE CEMENT CONCRETE
RAKE FINISH ALL HORIZONTAL CONSTRUCTION JOINTS EXCEPT AS INDICATED.
CHAMFER EXPOSED CONCRETE EDGES 1" X 1" EXCEPT AS NOTED.
STRUCTURE DURING COMPACTION OF THE BACKFILL.
WHEELS OF ROLLERS TO COME CLOSER THAN 1 FT. TO THE FACES OF THE
THE BOX CULVERT DURING PLACEMENT OF A BACKFILL. DO NOT ALLOW THE
DO NOT EXCEED A 2 FT. DIFFERENCE IN FILL ELEVATION ON THE SIDES OF
BENDING OR WELDING OF THE REINFORCEMENT BARS IS INDICATED.
REINFORCEMENT BARS IN CURBS, BAFFLES OR CUT-OFF WALLS, OR WHERE
CHIEF BRIDGE ENGINEER. DO NOT USE RAIL STEEL A 996/A 996M
PROPORTIONAL INCREASE IN CROSS-SECTIONAL AREA, IF APPROVED BY THE
GRADE 40 REINFORCING STEEL BARS MAY BE SUBSTITUTED WITH A
706M. DO NOT WELD GRADE 60 REINFORCING STEEL BARS UNLESS SPECIFIED.
MEETS THE REQUIREMENTS OF ASTM A 615/A 615M, A 996/A 996M OR A 706/A
FOR CAST-IN-PLACE CONCRETE, PROVIDE GRADE 60 REINFORCING STEEL THAT
PROHIBITED.
REFER TO THE WATERWAY PERMIT FOR TIME PERIODS IN WHICH WORK IS
LOAD RATING SUMMARY (ADTT = 1,374) 128 01-0194-0240-1689
ADAMS COUNTY
TOP SLAB
TOP SLAB
TOP SLAB
TOP SLAB
TOP SLAB
TOP SLAB TOP SLAB
25.46 K
FOUNDATION NOTES
25.46 K 25.46 K
25.46 K
25.46 K
25.46 K 25.46 K OVER UNT TO BEAVER CREEK
BLASTING IS NOT PERMITTED.
CONFIRMED BY DEVELOPMENT ENTITY'S REPRESENTATIVE).
EXCAVATION SUPPORT SYSTEM, ASSUME TYPE C SOILS (UNLESS SOIL TYPE IS
THE STRUCTURE FOUNDATION REPORT FOR DESIGN OF THE TEMPORARY
CONTRACTOR ELECTS TO NOT USE THE SOIL AND ROCK PARAMETERS PROVIDED IN
REQUIREMENTS (29 CFR PART 1926.650-.652, SUBPART P). IF THE
ISSUED ADDENDUMS TO THE REPORT, AND IN ACCORDANCE WITH CURRENT OSHA
PARAMETERS PROVIDED IN THE STRUCTURE FOUNDATION REPORT, INCLUDING
DESIGN TEMPORARY EXCAVATIONS IN ACCORDANCE WITH THE SOIL AND ROCK
BACKFILL WITH CLASS C CEMENT CONCRETE TO PROPOSED BOTTOM OF AGGREGATE.
PROPOSED STRUCTURE AND TO A MINIMUM OF TWO (2) FEET BELOW BEDDING.
LOCATIONS WHERE THE EXISTING FOUNDATION ELEMENTS INTERFERE WITH THE
REMOVE THE EXISTING FOUNDATION ELEMENTS IN THEIR ENTIRETY IN THE
AS NECESSARY.
MATERIAL, AND SURFACE WATER. PROVIDE SUFFICIENT DRAINAGE AND PUMPING
PLACE ALL CONCRETE ON A FOUNDATION SURFACE FREE OF DEBRIS, LOOSE
DEWATER EXCAVATIONS EXTENDING BELOW GROUNDWATER LEVEL.
SUBSTRUCTURE CONCRETE.
SUBSTRUCTURES. DO NOT USE ADDITIVES CONTAINING CHLORIDES IN THE
RATIO OF 0.45 AND EPOXY COATED REINFORCING STEEL IN ALL
SOIL IS CORROSIVE. USE TYPE II CEMENT WITH A MAXIMUM WATER/CEMENT
ELEVATION OR ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER FOUNDATION.
THE DEVELOPMENT ENTITY REPRESENTATIVE MAY CHANGE THE FOOTING
CONCRETE TO PROPOSED BOTTOM OF AGGREGATE AND AS DIRECTED.
WEATHERED, OR OTHERWISE INCOMPETENT MATERIAL WITH CLASS C CEMENT
REPRESENTATIVE WILL EVALUATE THE BEARING MATERIAL. REPLACE SOFT,
PRIOR TO FOUNDATION CONSTRUCTION, THE DEVELOPMENT ENTITY
FOR ALL PRECAST AND CAST-IN-PLACE ELEMENTS.
USE TYPE II SULFATE RESISTANT CEMENT AND WATER/CEMENT RATIO OF 0.45
USE CLASS AA CEMENT CONCRETE FOR CAST-IN-PLACE BARRIER.
USE CLASS A CEMENT CONCRETE FOR BAFFLES.
REINFORCEMENT BAR Fy = 60000 PSI
PRECAST BOX SECTIONS AND 5000 PSI FOR PRECAST WING SECTIONS.
USE A CONCRETE STRENGTH (f'c) OF 6000 PSI MINIMUM AT 28 DAYS FOR
JOB
SHEET NO. OF
CALCULATED BY
CHECKED BY
SCALE
Baffle Spacing and Opening
Baffle Spacing and Opening in accordance with BD-632M, Sheet 13 of 13.
Mix Creek Streambed Slope
Streambed Slope =
Mix Creek Normal Streambed Width
Upstream Widths = ft , ft , ft ft
Downstream Widths = ft , ft , ft ft
Average Streambed Width ft
Spacing ft
End Section Opening ft
Interior Opening ft
End Section Baffles - N/A preferred end section will be standalone precast wingwalls with rock lining
serving as the apron.
Interior Baffles -
Baffle Height - Baffles shall be 8" in height.
= 14.43
= 13.60
JV 225: SR 194 over Beaver Creek
JES DATE 6/29/2015
KDA DATE 7/13/2015
Opposing baffles shall be placed at the inlet and outlet ends of the culvert and spaced evenly along the length of the culvert. Interior baffles shall be spaced at a minimum of 8'-0" or at the spacing calcuated above.
-1.12%
10.40
13.50
= 4.33
12.7713.90
14.90
14.00
14.90
= 13.00
= 13.00
=
JOB
SHEET NO.
CALCULATED BY
CHECKED BY
SCALE
Station: Station: Station: Station: Station:
RW Elev: RW Elev: RW Elev: RW Elev: RW Elev:
Stream Elev: Stream Elev: Stream Elev: Stream Elev: Stream Elev:
K L M N O
Station: Station:
RW Elev: RW Elev:
Stream Elev: Stream Elev:
F H I J
G
Station: Station: Station:
RW Elev: RW Elev: RW Elev:
Stream Elev: Stream Elev: Stream Elev:
A B C D E
Station: Station: Station: Station: Station:
RW Elev: RW Elev: RW Elev: RW Elev: RW Elev:
Stream Elev: Stream Elev: Stream Elev: Stream Elev: Stream Elev:
Width = Width =
PVI Station =
PVI Elevation = K = L = M = N = O =
Grade 1 = Min. U/C (@ Inlet) = F = G = H = I = J =
Grade 2 = Top Slab Thickness = A = B = C = D = E =
Curve Length = Top Top Slab Elev @ Inlet =
1/2r = Distribution Length = Min Fill = Max Fill = Average Fill =
PVC Station =
PVC Elevation =
JV 225: SR 194 over Beaver Creek
OF
JES DATE 6/18/2015
KDA DATE 7/13/2015
137+29.63 137+29.63
1.13
' 137+29.63 137+29.63 137+29.63
506.58 506.75 506.99 506.75 506.58
499.18 499.08
Wal
l = 498.95 498.82
Flow 506.72 506.96 2.00'
498.72
2.00'
Hea
dw
all
to E
nd
of
Cu
lver
t 137+15.50 137+15.50
26.0
0'
Hea
dw
all
to E
nd
of
Cu
lver
t
499.08
Sta
Ah
ead
498.95
Inlet = 499.20 Outlet = 498.70
506.56
499.18 498.82 498.72Cul
vert
Spa
n =
137+15.50 137+15.50 137+15.50
506.56 Skew = 90º 506.72
137+01.38 137+01.38 137+01.38 137+01.38 137+01.38
506.54 506.70 506.94 506.70 506.54
499.18 499.08 498.95 498.82 498.72
8.27' Lane Width = 12.00' Lane Width = 12.00' 8.27'
X-slope = -2.0% X-slope = -2.0% X-slope = -2.0% X-slope = -2.0%
137+09.84 Culvert Length = 44.54' FILL DEPTHS
507.14' Culvert Slope = -1.123% 0.32' 0.58' 0.96' 0.85' 0.78'
0.82% 5.50' 0.29' 0.55' 0.93' 0.82' 0.75'
50.00' 505.78
-1.6300 40.54' 0.28' 0.96'
-0.81% 1.58' 0.28' 0.54' 0.91' 0.80' 0.73'
506.94'
0.67'
136+84.84 Overlay = 0.00' Min Fill = 0.28' Max Fill = 0.96'
1 1
pH =
Sediment Depth = ft
Rise = ft
Slope =
Years
6.5
1.12%
Years to Poor = 67488
Years to Poor =[(0.3509*pH^1.205)^7.457] * [1+(Sed. Depth/Rise)^8.630]
Slope^0.767
8.3
1.0
Project:
Subject:
Task:
Job #:
Computed:
Checked:
Page:
No.:
Date:
Date:
of:
PennDOT P3 Bridge Replacement
Design Directives and Guideance
Culvert Design Life
225
JES
KDA
6/29/2015
7/13/2015
SEE DESIGN ASSUMPTION #3 FOR EMBEDMENT LENGTH CALCULATION.1
S-
D-9002 CADD (02-90) REVISED (05-97)
DEPARTMENT OF TRANSPORTATION
COMMONWEALTH OF PENNSYLVANIA
SHEET OFRECOMMENDED
DES: DWG: CKD:
BMSBRIDGE KEYJV MPMS
S-
FI
LE:
PA
TH:000001\
CO
N0094634\000000000244973\6.0_
CA
D_
BI
M\6.2_
Work_In_
Progress\6.2.2_
Contracts\6.2.2.1_
Sheets\
Bridge\
Box
Culvert
Standard
MO
DE
L:Default
US
ER:aelder
PL
OT
DA
TE:
02-18-2015
9:10:29
AM
RB
RP-J
V000-
ST
DC
UL06.dgn
PL
OT
DRI
VE
R:
Penn
DO
T_
PD
F_
Mono.pltcfg
Mark Description By Chk'd. App'd. Date
REVISIONS
XXXXXXX XXXX XXXX XXXX XXXXXXXXX###
6
ACEJDD JS XXXXX
7
DESIGN TABLES FOR 26' & 28' SPANS
PRECAST BOX CULVERTS
STANDARD
RAPID BRIDGE REPLACEMENT PROJECT
PLENARY WALSH KEYSTONE PARTNERS
SP
AN
X
RI
SE
BO
X
SI
ZE
HEI
GH
T
DE
SI
GN
FI
LL
THI
CK
NE
SS (I
N)
TO
P
SL
AB
THI
CK
NE
SS (I
N)
BO
TT
OM
SL
AB
THI
CK
NE
SS (I
N)
WA
LL
DI
ME
NSI
ON (I
N)
HA
UN
CH
TOP SLAB REINFORCEMENT BOTTOM SLAB REINFORCEMENT WALL REINFORCEMENT
T1 T2 T3 B1 B2 B3 W1
SI
ZE (
T2/
B2)
EX
TE
RI
OR
BA
R
LA
P (I
N)
EX
TE
RI
OR
FA
CE
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
(I
N)
LA
P
LE
NG
TH
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
1
LE
NG
TH (I
N)
EM
BE
DM
EN
T
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
(I
N)
LA
P
LE
NG
TH
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
1
LE
NG
TH (I
N)
EM
BE
DM
EN
T
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
BA
R
SI
ZE
(I
N)
BA
R
SP
ACI
NG
26' x 4'
21 20 14 12 5 40 8 103 7 4 40 8 103 7 4 8 68
0'-5" 25 17 12 5 6 51 9 6 114 8 6 5 6 51 9 6 114 8 6 5 6 9 86
1'-0" 23 15 12 5 5 40 8 5 103 7 5 4 5 40 8 5 103 7 5 4 5 8 68
2'-0" 17 12 5 6 51 9 6 145 8 6 5 6 51 9 6 145 8 6 5 6 9 86
4'-0" 17 12 5 51 9 114 8 5 51 9 114 8 5 9 86
26' x 6'
12 5 6 40 8 6 103 8 6 4 6 40 8 6 103 8 6 4 6 8 68
0'-5" 25 17 12 5 5 40 8 5 103 8 5 5 5 40 8 5 103 8 5 5 5 8 68
1'-0" 24 23 12 5 6 40 8 6 103 8 6 4 6 40 8 6 103 8 6 4 6 8 68
2'-0" 17 12 5 5 40 8 5 103 8 5 5 5 40 8 5 103 8 5 5 5 8 68
4'-0" 17 12 5 5 51 9 5 114 9 5 5 5 51 9 5 114 8 5 5 5 9 86
26' x 8'
13 12 5 40 8 103 8 4 40 8 103 8 4 8 68
0'-5" 25 17 12 5 5 40 8 5 103 8 5 5 5 40 8 5 103 8 5 5 5 8 68
1'-0" 24 23 14 12 5 5 40 8 5 103 8 5 4 5 40 8 5 103 8 5 4 5 8 68
2'-0" 17 12 5 5 40 8 5 103 8 5 5 5 40 8 5 103 8 5 5 5 8 68
4'-0" 17 12 5 51 9 114 9 5 51 9 114 9 5 9 86
26' x 10'
13 12 5 32 7 95 9 4 32 7 95 8 4 7 54
0'-5" 26 26 17 12 6 6 40 8 6 103 9 6 5 6 40 8 6 103 9 6 5 6 8 68
1'-0" 25 24 12 5 6 32 7 6 95 9 6 4 6 32 7 6 95 9 6 4 6 7 54
2'-0" 17 12 5 6 40 8 6 103 9 6 5 6 40 8 6 103 9 6 5 6 8 68
4'-0" 17 12 5 40 8 103 9 5 40 8 103 9 5 8 68
26' x 12'
13 12 5 32 7 95 9 4 32 7 95 8 4 7 54
0'-5" 17 12 6 6 40 8 6 103 9 6 5 6 40 8 6 103 9 6 5 6 8 68
1'-0" 26 12 5 32 7 64 9 4 32 7 64 9 4 7 54
2'-0" 17 12 5 40 8 103 9 5 40 8 103 9 5 8 68
4'-0" 17 12 5 6 40 8 6 103 10 6 5 6 40 8 6 103 10 6 5 6 8 68
28' x 4'
24 23 15 12 5 5 40 8 5 108 7 5 4 5 40 8 5 108 7 5 4 5 8 68
0'-5" 28 18 12 5 51 9 119 7 5 51 9 119 7 5 9 86
1'-0" 26 12 5 51 9 119 7 4 51 9 119 7 4 9 86
2'-0" 18 12 5 51 9 152 7 5 51 9 152 7 5 9 86
4'-0" 18 12 5 51 9 119 8 5 51 9 119 8 5 9 86
28' x 6'
23 12 5 5 40 8 5 108 8 5 4 5 40 8 5 108 7 5 4 5 8 68
0'-5" 28 18 12 5 51 9 119 9 5 51 9 119 9 5 9 86
1'-0" 27 26 12 5 5 40 8 5 108 8 5 4 5 40 8 5 108 8 5 4 5 8 68
2'-0" 18 12 5 51 9 119 9 5 51 9 119 9 5 9 86
4'-0" 18 12 5 5 51 9 5 119 9 5 5 5 51 9 5 119 9 5 5 5 9 86
28' x 8'
23 14 12 5 5 40 8 5 108 8 5 4 5 40 8 5 108 8 5 4 5 8 68
0'-5" 28 18 12 6 6 51 9 6 119 9 6 5 6 51 9 6 119 9 6 5 6 9 86
1'-0" 15 12 5 5 40 8 5 108 9 5 4 5 40 8 5 108 8 5 4 5 8 68
2'-0" 18 12 5 6 51 9 6 119 9 6 5 6 51 9 6 119 9 6 5 6 9 86
4'-0" 18 12 5 51 9 119 9 5 51 9 119 9 5 9 86
28' x 10'
26 12 5 5 40 8 5 108 9 5 4 5 40 8 5 108 8 5 4 5 8 68
0'-5" 29 18 12 6 51 9 119 9 5 51 9 119 9 5 9 86
1'-0" 27 12 5 40 8 108 9 4 40 8 108 9 4 8 68
2'-0" 18 12 5 51 9 119 9 5 51 9 119 9 5 9 86
4'-0" 18 12 5 6 51 9 6 119 10 6 5 6 51 9 6 119 10 6 5 6 9 86
28' x 12'
27 25 13 12 5 32 7 100 9 4 32 7 100 9 4 7 54
0'-5" 30 18 12 6 6 40 8 6 108 10 6 5 6 40 8 6 108 10 6 5 6 8 68
1'-0" 28 27 14 12 5 32 7 66 9 4 32 7 66 9 4 7 54
2'-0" 18 12 5 6 40 8 6 108 10 6 5 6 40 8 6 108 10 6 5 6 8 68
4'-0" 18 12 5 6 51 9 6 119 10 6 5 6 51 9 6 119 10 6 5 6 9 86
Standards do not cover a box culvert size of 26'x6.5'. Therefore, the 26'x8' culvert standard was checked against the actual rise for the applicable fill heights in BXLRFD against the actual 6.5' rise. The more conservative culvert dimensions and area of reinforcement will be used from these standards in Final Design.