July 2, 2015 Mr. Kenneth J. Wright, P.E. HDR Engineering, Inc. 11 Stanwix St., Suite 800 Pittsburgh, PA 15222-1357 Re: SR 3013, Section D00 JV 516 Bridge Replacement SR 3013 (Oak Forest Road) over Bells Run Wayne Township, Greene 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 3013 (Oak Forest Road) over Bells Run 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 3013, Section D00 Segment 0090 Offset 0000 Station 13+11.55 SR 3013 (Oak Forest Road) over Bells Run Wayne Township, Greene County 2) Recommended Structure: Single cell precast concrete box culvert with a 24’-0” x 7’-0” 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), 24’-0” clear span 4) Roadway Width: Out-to-out: 30’-9”, includes two 1’-9¼” wide structure mounted guide rail barriers.
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July 2, 2015 Mr. Kenneth J. Wright, P.E. HDR Engineering, Inc. 11 Stanwix St., Suite 800 Pittsburgh, PA 15222-1357 Re: SR 3013, Section D00 JV 516 Bridge Replacement SR 3013 (Oak Forest Road) over Bells Run
Wayne Township, Greene 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 3013 (Oak Forest Road) over Bells Run 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 3013, Section D00 Segment 0090 Offset 0000 Station 13+11.55 SR 3013 (Oak Forest Road) over Bells Run Wayne Township, Greene County
2) Recommended Structure:
Single cell precast concrete box culvert with a 24’-0” x 7’-0” 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), 24’-0” clear span
4) Roadway Width: Out-to-out: 30’-9”, includes two 1’-9¼” wide structure mounted guide rail barriers.
Curb-to-curb 26’-9”, includes two 10’-0” lanes and two shoulders varying from 3’-0 3/8” to 3’-2 1/2” and from 3’-0” to 3’-2 1/16”.
5) Skew Angles:
90° 00' 00"
6) Vertical and Horizontal Clearance: • Minimum Required Effective Opening Height: 3’-0” (BD-632M) • Existing Opening Height: 4’-6 1/2” • Provided Effective Opening Height Under Bridge: 6’-0”
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 far left 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: 35333 Design ADT: 914 Design ADTT: 55 Design Year: 2037
2. Culvert Type and Geometry Fill Height: 0.42’ Min – 2.12’ Max Length: 30’-9” Fish Passage: No
3. General
Backfill Unit Density: 120 pcf Railroad Live Load: No pH Foundation Material: N/A pH Water: 6.7
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 R-7 Rock Inlet Scour Protection Provided: Partially Grouted R-7 Rock Outlet End Wall Provided: Alternate Cutoff Wall with Partially Grouted R-7 Rock Outlet Scour Protection Provided: Partially Grouted R-7 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 Williamsport, PA office at (570) 323-6603 or via email at [email protected]. Sincerely yours, LARSON DESIGN GROUP
David J. Johnson, P.E. Project Manager Enclosures
Approved: Date:
PE
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ENGINEER
PROFESSIONAL
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DAVID J. JOHNSON
7-22-2015
13
13
14
14
PC S
TA 12
+50.17
PT S
TA 14+14.48
1000 COMMERCE PARK DRIVE
LARSON DESIGN GROUP
WILLIAMSPORT, PA 17701
S-
B-1
B-2
29.1' RT
27.9' RT
0
SCALE
10 FEET
BORING OFFSETSTATION
AND BASED ON FIELD MEASUREMENTS
STATIONS AND OFFSETS ARE APPROXIMATE
BORING TABLE
LEGEND
SIGNATURE & DATE
PITTSBURGH, PA 15222
11 STANWIX ST., SUITE 800
HDR ENGINEERING, INC.
PREPARED BY:
D-9002 CADD (02-90) REVISED (05-97)
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07-14-2015
12:21:22
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Mark Description By Chk'd. App'd. Date
REVISIONS
ELEVATION
NOTES
DEPARTMENT OF TRANSPORTATION
COMMONWEALTH OF PENNSYLVANIA
SHEET OFRECOMMENDED
BMSBRIDGE KEYJV MPMS
- EXISTING CONTOUR
- EXISTING WATER EDGE
- PROPOSED CONTOUR
- EXISTING CONTOUR
- EXISTING WATER EDGE
VERTICAL CURVE DATA
-2.74%
EL
EV 1036.99
HORIZONTAL CURVE DATA
DESIGN SPEED 40 MPH
PI STA 13+50.16
PC STA 11+23.24
PT STA 15+49.27
= 48°49'10" LT`
= 226.91'T
= 426.03'L
= 500.00'R
DRAWINGS& SUPPLEMENTAL
0
SCALE
10 FEET
PLAN
ANCHOR SYSTEMS
WALL CONSTR & EXP JOINT DETAILS
REINFORCEMENT BAR FABRICATION DETAILS
BRIDGE DRAINAGE
TYPICAL WATERPROOFING AND EXPANSION DETAILS
MECHANICAL CONNECTION DETAILS
DESCRIPTION
SUPPLEMENTAL DRAWINGS
BC-798M
DWG. NO.
BC-788M
BC-751M
BC-736M
BC-735M
BC-734M
APP. DATE
11-26-13
5-18-12
11-26-13
5-18-12
10-26-10
10-26-10
1
DTADTA RDS
SEG. 0090 OFF. 0000
35333
-30231-18403
TYPE, SIZE AND LOCATION
OVER BELLS RUN
2
= 11°27'33"Dc
= 49.08'E
SUPER ELEVATE 6.00%
12+92.97
Q PROP. = 1026.03
Q PROP. = 1026.99
OUTLET ELEV = 1017.55
INLET ELEV = 1018.28
BOTTOM OF CULVERT
(TYP)
WINGWALL
PRECAST
24'-0" NORMAL
CLEAR
7'-0"
RI
SE
CULVERT
PRECAST BOX
25
100
STREAM BED
PROPOSED
BAFFLE (TYP)
INLET SIDES (TYP)
FLOWABLE FILL AT
COMPACTED 2A OR
GREENE COUNTY
S.R. 3013
24'-0" X 7'-0" PRECAST CONCRETE BOX CULVERT
-30-3013-0090-0000
PVI
ST
A 10
+49.81
STA 12+98.26
ELEV 1030.18
ELEV 1029.81
STA 13+11.55
� STRUCTURE
90°00'00"
ELEV 1029.45
STA 13+24.85
END STRUCTURE
RAI
L
TO
RAI
L
10'-0"
10'-0"
LA
NE
SH
OU
LD
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VA
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TH)
(T
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PR
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AS
T
BO
X
30'-9"
OU
T-
TO-
OU
T
(TYP)
CULVERT
� BOX
N1°12'14"E
SH
OU
LD
ER
VA
RI
ES
LA
NE
9'-6"
WING B
PRECAST WING
(TYP) 30°00'00"
NORMAL
24'-0"
WING C
7'-0"
WING D
14'-0"
6"
CLEAR SPAN
TO END STRUCTURE
BEGIN STRUCTURE
CHORD FROM
TO CHORD
WING A B-2
B-1
1030
1025
1025
1025
24'-9" (�)
EXI
STI
NG
RO
AD
WA
Y
BEGIN STRUCTURE
(TO BE REMOVED)
EXISTING STRUCTURE
EXCAVATION
STRUCTURE
LIMITS OF
APPROXIMATE
LEGAL RIGHT-OF-WAY
STA AHEAD
1025
RIGHT-OF-WAY
REQUIRED
-516
S.R. 3013 STA. 13+11.55
SECTION D00
13+55.12
FOR GENERAL NOTES AND LOAD RATINGS, SEE SHEET 2.
- INDICATES TRAFFIC DIRECTION
- SOIL BORING
BFE 1015.07 (WING A)
BFE 1014.34 (WING B)
BFE 1014.34 (WING C)
BFE 1015.07 (WING D)
R-7 ROCK (TYP)
WITH PARTIALLY GROUTED
ALTERNATE CUTOFF WALL
R-7 ROCK (TYP)
WITH PARTIALLY GROUTED
ALTERNATE CUTOFF WALL
BE
LL
S
RU
N
(ROADWAY ITEM) (TYP)
SLOPE PROTECTION
RETURN PERIOD - 25 YR FLOOD
RETURN PERIOD - 100 YR FLOOD
V = 5.21 FPS
Q = 448 CFS
WATER SURFACE EL = 1026.03
V = 4.91 FPS
Q = 684 CFS
WATER SURFACE EL - 1026.99
WATER SURFACE ELEVATION (FLOOD) - UNKNOWN
FLOOD OF RECORD - UNKNOWN
WATERWAY OPENING 144 SQ. FEET
DRAINAGE AREA: 2.07 SQ. MI.
LANE
6.00%
2'-3‚"
SHOULDER
LANE
SHOULDER
6.00%
2.35%
1'-0"
DEPRESSION 8" HIGH x 1'-0" WIDE
x 21'-0" LONG BAFFLE
7'-0"
BEDDING
MATERIAL
6'-0" BOX INVERT
ELEV 1020.07
BOX INVERT
ELEV 1019.34
6.00%
5'-0"
(TYP)
5'-0"
(TYP)
TO 3'-2ˆ"TO 3'-2•"
25
100
BFE 1014.34 (WING B)
BFE 1014.34 (WING C)
BFE 1015.07 (WING A)
BFE 1015.07 (WING D)
WALL WITH PARTIALLY
ALTERNATE CUTOFF
GROUTED R-7 ROCK (TYP)
FISH
BAFFLE
(TYP)
Q ELEV= 1026.99
Q ELEV= 1026.03CHAMFER
3" X 3"
PA STRUCTURE MOUNTED
GUIDE RAIL (TYP)
(TYP)
EF
F*
*
30'-9" ***
0
SCALE
10 FEET
SECTION ALONG � OF CULVERT
*10'-0" *10'-0"
*
***
NORMAL TO ROADWAY �
(APPROXIMATE LOCATION) (TYP)
AND PROTECTION SYSTEM
TEMPORARY EXCAVATION SUPPORT
EASEMENT
CONSTRUCTION
TEMPORARY
TEMPORARY
CONSTRUCTION EASEMENT
CONSTR �
SR 3013
SURVEY �
SR 3013
1030
GUIDE RAIL (TYP)
PA STRUCTURE MOUNTED
HYDRAULIC DATA
OVER BELLS RUN
26'-2•" ***
* VARIES 3'-0…"
EASEMENT
CONSTRUCTION
TEMPORARY
EASEMENT
CONSTRUCTION
TEMPORARY
* VARIES 3'-0"
1030
SR 3013 CONSTR �26'-2•
"
5 POSTS @ 6'-3"
= 25'-0' (TYP)
BC-706M 11-26-13PA STRUCTURE MOUNTED GUIDE RAIL BARRIER
(ROADWAY ITEM) (TYP)
SLOPE PROTECTION
EL
EV 1026.10
PVI
ST
A 14
+46.91
NTS
ALONG CULVERT �
**
(TYP)
CURB
1'-6"
MATERIAL
BEDDING
2'-0" MIN
GAS LINE
PROPOSED UNDERCLEARANCE = 6'-0"
EXISTING UNDERCLEARANCE = 4'-6•"
TO BE RELOCATED
(BY UTILITY)
6.00%
(TYP)
(ROADWAY ITEM)
APPROACH GUIDE RAIL
14'-0"
30°00'00"
90°00'00"
90°00'00"
7-22-2015
GENERAL NOTES
LOAD RATING SUMMARY (ADTT = XX)
D-9002 CADD (02-90) REVISED (05-97)
USE OF CONCRETE ADDITIVES CONTAINING CHLORIDES IS PROHIBITED.
AND PRECAST CONCRETE.
USE EPOXY-COATED REINFORCEMENT BARS IN ALL CAST-IN-PLACE CONCRETE
PROHIBITED.
REFER TO THE WATERWAY PERMIT FOR TIME PERIODS IN WHICH WORK IS
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.
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.
BOX AND PRECAST WING SECTIONS. REINFORCEMENT BAR Fy = 60000 PSI
PRECAST
USE A CONCRETE STRENGTH (f'c) OF 5000 PSI MINIMUM AT 28 DAYS FOR
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
BARS IS INDICATED.
BENDING OR WELDING OF THE REINFORCEMENT
REINFORCEMENT BARS IN CURBS, BAFFLES OR CUT-OFF WALLS, OR WHERE
BY THE CHIEF BRIDGE ENGINEER. DO NOT USE RAIL STEEL A 996/A 996M
CROSS-SECTIONAL AREA, IF APPROVED
BARS MAY BE SUBSTITUTED WITH A PROPORTIONAL INCREASE IN
REINFORCING STEEL BARS UNLESS SPECIFIED. GRADE 40 REINFORCING STEEL
706M. DO NOT WELD GRADE 60
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
BACKFILL.
1 FT. TO THE FACES OF THE STRUCTURE DURING COMPACTION OF THE
WHEELS OF ROLLERS TO COME CLOSER THAN
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
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.
LOAD RATING SUMMARY (ADTT = 55)
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
0.11L
STR I
1.71 (V)
TOP SLAB
0.11L
STR-II
2.21 (V)
HS20
0.50L
STR I
1.35 (M)
0.50L
STR-II
1.74 (M) 1.46 (V)
STR-II
0.89L
1.13 (V)
STR I
0.89L
ML-80 TK-527
0.50L
STR I
1.19 (M)
0.50L
STR-II
1.54 (M)
PHL-93
TOP SLAB
0.11L
STR I
1.04 (V)
TOP SLAB
0.11L
STR-IA
1.66 (V)
P-82
---
---
---
---
---
0.50L
STR-II
1.08 (M)
RATING NOTES:
2
DTADTA RDS
S.R. 3013 STA. 13+11.55
SEG. 0090 OFF. 0000
35333
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. App'd Date
REVISIONS
DISTRICT BRIDGE ENGINEER
DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)SPECIAL CHARACTERS:
PRECAST BOX CULVERT (W/FWS)
-30231-18403
GENERAL NOTES
OVER BELLS RUN
BOT SLAB
BOT SLAB
TOP SLAB
GREENE COUNTY
S.R. 3013
24'-0" X 7'-0" PRECAST CONCRETE BOX CULVERT
-516 -30-3013-0090-0000
FOUNDATION NOTES
TOP SLAB
BOT SLAB
BOT SLAB
BOT SLAB
SECTION D00
GENERAL NOTES
PHL-93 OR P-82 (204 KIP PERMIT LOAD)
DESIGN IN ACCORDANCE WITH THE LRFD METHOD.
WEARING SURFACE.
DEAD LOAD INCLUDES AN ADDITIONAL 30 LB/SF FOR FUTURE
DESIGN SPECIFICATIONS:
DESIGN LIVE LOADS:
THE BACKFILL.
1 FT. TO THE FACES OF THE STRUCTURE DURING COMPACTION OF
DO NOT ALLOW THE WHEELS OF ROLLERS TO COME CLOSER THAN
SIDES OF THE BOX CULVERT DURING PLACEMENT OF A BACKFILL.
DO NOT EXCEED A 2 FT. DIFFERENCE IN FILL ELEVATION ON THE
CONCRETE AND PRECAST CONCRETE.
USE EPOXY-COATED REINFORCEMENT BARS IN ALL CAST-IN-PLACE
PROHIBITED.
USE OF CONCRETE ADDITIVES CONTAINING CHLORIDES IS
CHAMFER EXPOSED CONCRETE EDGES 1"X1" EXCEPT AS NOTED.
AS NOTED.
PROVIDE 2" CONCRETE COVER ON REINFORCEMENT BARS EXCEPT
OTHERWISE.
IN ACCORDANCE WITH STANDARD DRAWING BC-736M, UNLESS NOTED
PROVIDE MINIMUM LAP AND EMBEDMENT LENGTH OF REINFORCEMENT
RBRP MODIFIED PUB NO 408, SECTIONS 105.06 AND 107.12.
PUBLIC AND PRIVATE UTILITIES IN ACCORDANCE WITH
COORDINATE, LOCATE AND CONDUCT ALL WORK RELATED TO
AS SUPPLEMENTED BY RBRP MODIFIED DM4.
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 2010, AND
RBRP MODIFIED DM-4 DISTRIBUTION FACTOR METHOD.
LIVE LOAD DISTRIBUTION TO THE CULVERT IS BASED UPON
WORK IS PROHIBITED.
REFER TO THE WATERWAY PERMIT FOR TIME PERIODS IN WHICH
AND THE CONTRACT SPECIAL PROVISIONS.
WITH SPECIFICATIONS, RBRP MODIFIED PUB NO 408,
PROVIDE MATERIALS AND PERFORM WORK IN ACCORDANCE
FISH COMMISSION DURING CONSTRUCTION.
COMMISSION PRIOR TO CONSTRUCTION AND COOPERATE WITH THE
NOTIFY THE REGIONAL HEADQUARTERS OF THE PA FISH AND BOAT
CONTAIN LEAD OR OTHER TOXIC MATERIAL.
VERIFY THAT THE EXISTING STRUCTURAL MEMBERS DO NOT
RATIO OF 0.45 FOR ALL PRECAST AND CAST-IN-PLACE ELEMENTS.
USE TYPE II SULFATE RESISTANT CEMENT AND WATER/CEMENT
AND HEADWALLS.
USE CLASS AA CEMENT CONCRETE FOR CAST-IN-PLACE BARRIER
USE CLASS A CEMENT CONCRETE FOR BAFFLES.
REINFORCEMENT BAR Fy = 60000 PSI
DAYS FOR PRECAST BOX AND PRECAST WING SECTIONS.
USE A CONCRETE STRENGTH (f'c) OF 5000 PSI MINIMUM AT 28
15.01 K13.87 K9.17 K
7.07 K 10.70 K 9.43 K
REINFORCEMENT BARS IS INDICATED.
OR CUT-OFF WALLS, OR WHERE BENDING OR WELDING OF THE
STEEL A 996/A 996M REINFORCEMENT BARS IN CURBS, BAFFLES
REINFORCING STEEL BARS UNLESS SPECIFIED. DO NOT USE RAIL
A 996/A 996M OR A 706/A 706M. DO NOT WELD GRADE 60
STEEL THAT MEETS THE REQUIREMENTS OF ASTM A 615/A 615M,
FOR CAST-IN-PLACE CONCRETE, PROVIDE GRADE 60 REINFORCING
113.51 K-FT
114.13 K-FT
114.13 K-FT
118.18 K-FT
118.31 K-FT
BLASTING IS NOT PERMITTED.
RECORD.
APPROVED BY THE DEVELOPMENT ENTITY'S ENGINEER OF
THE FOOTING EXCAVATIONS ARE TO BE INSPECTED AND
PROPOSED BOTTOM OF FOOTING ELEVATION.
MAXIMUM OVEREXCAVATION DEPTH OF 3 FEET BELOW THE
DESIGN TEMPORARY EXCAVATIONS TO ACCOUNT FOR A
MODIFIED PUBLICATION 408.
USING MATERIALS SPECIFIED IN SECTION 8-6 OF RBRP
PROTECT SLOPES FROM STORMWATER FLOW AND EROSION
AND PERMANENT SLOPES NO STEEPER THAN 2H:1V.
CONSTRUCT TEMPORARY SLOPES NO STEEPER THAN 1.5H:1V
SUFFICIENT DRAINAGE AND PUMPING AS NECESSARY.
LOOSE MATERIAL, AND SURFACE WATER. PROVIDE
CONCRETE ON A FOUNDATION SURFACE FREE OF DEBRIS,
WILL BE NECESSARY DURING CONSTRUCTION. PLACE ALL
WATER LEVEL. DEWATERING OF FOOTING EXCAVATIONS
CONSTRUCT PROPOSED FOUNDATIONS BELOW THE NORMAL
CEMENT CONCRETE AS DIRECTED.
PROPOSED STRUCTURE AND BACKFILL WITH CLASS C
ABUTMENT INTERFERES WITH THE CONSTRUCTION OF THE
THEIR ENTIRETY IN THE LOCATIONS WHERE THE EXISTING
REMOVE THE EXISTING ABUTMENTS AND FOUNDATIONS IN
WINGWALLS:
BEDDING.
STRUCTURE AND TO A MINIMUM OF TWO (2) FEET BELOW
FOUNDATION ELEMENTS INTERFERE WITH THE PROPOSED
ENTIRETY IN THE LOCATIONS WHERE THE EXISTING
REMOVE THE EXISTING FOUNDATION ELEMENTS IN THEIR
LEVEL.
DEWATER EXCAVATIONS EXTENDING BELOW GROUNDWATER
CULVERT:
RECORD).
CONFIRMED BY DEVELOPMENT ENTITY'S ENGINEER OF
SYSTEM, ASSUME TYPE C SOILS (UNLESS SOIL TYPE IS
DESIGN OF THE TEMPORARY EXCAVATION SUPPORT
PROVIDED IN THE STRUCTURE FOUNDATION REPORT FOR
ELECTS TO NOT USE THE SOIL AND ROCK PARAMETERS
1926.650-.652, SUBPART P). IF THE CONTRACTOR
CURRENT OSHA REQUIREMENTS (29 CFR PART
ADDENDUMS TO THE REPORT, AND IN ACCORDANCE WITH
STRUCTURE FOUNDATION REPORT, INCLUDING ISSUED
THE SOIL AND ROCK PARAMETERS PROVIDED IN THE
DESIGN TEMPORARY EXCAVATIONS IN ACCORDANCE WITH
NECESSARY TO PROVIDE A PROPER FOUNDATION.
CHANGE THE FOOTING ELEVATION OR ANY DIMENSIONS
THE DEVELOPMENT ENTITY'S ENGINEER OF RECORD MAY
TO PROPOSED BOTTOM OF AGGREGATE AND AS-DIRECTED.
INCOMPETENT MATERIAL WITH CLASS C CEMENT CONCRETE
BEARING MATERIAL. REPLACE WEATHERED, OR OTHERWISE
ENTITY'S ENGINEER OF RECORD WILL EVALUATE THE
PRIOR TO FOUNDATION CONSTRUCTION, THE DEVELOPMENT
ENGINEER OF RECORD.
OR AS DIRECTED BY THE DEVELOPMENT ENTITY'S
STRIPPING FORMWORK AND 2000 PSI PRIOR TO LOADING,
MUST ATTAIN STRENGTHS OF 1500 PSI PRIOR TO
SUBSTRUCTURE CONCRETE. QUALITY CONTROL CYLINDERS
USE ADDITIVES CONTAINING CHLORIDES IN THE
COATED REINFORCING STEEL IN ALL STRUCTURES. DO NOT
MAXIMUM WATER/CEMENT RATIO OF 0.45 AND EPOXY
SOIL IS CORROSIVE. USE TYPE II CEMENT WITH A
JOB
SHEET NO. OF
CALCULATED BY
CHECKED BY
SCALE
Baffle Spacing and OpeningBaffle 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.
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.
-2.35%
9.00
9.00
= 3.00
9.009.00
9.00
9.00
9.00
= 9.00
= 9.00
=
= 9.00
= 9.00
JV 516: SR 3013 over Bells Run
DTA DATE 4/16/2015RDS DATE 4/16/2015
JOB
SH
EE
T N
O.
CA
LCU
LATE
D B
Y
CH
EC
KE
D B
Y
SC
ALE
Sta
tion:
Sta
tion:
Sta
tion:
Sta
tion:
Sta
tion:
RW
Ele
v:R
W E
lev:
RW
Ele
v:R
W E
lev:
RW
Ele
v:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
KL
MN
O
Sta
tion:
Sta
tion:
RW
Ele
v:R
W E
lev:
Stre
am E
lev:
Stre
am E
lev:
FH
IJ
G
Sta
tion:
Sta
tion:
Sta
tion:
RW
Ele
v:R
W E
lev:
RW
Ele
v:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
AB
CD
E
Sta
tion:
Sta
tion:
Sta
tion:
Sta
tion:
Sta
tion:
RW
Ele
v:R
W E
lev:
RW
Ele
v:R
W E
lev:
RW
Ele
v:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
Stre
am E
lev:
Wid
th =
W
idth
=
PV
I Sta
tion
=
PV
I Ele
vatio
n =
K =
L =
M =
N =
O =
Gra
de 1
=
Min
. U/C
(@ In
let)
= F
=G
=H
=I =
J =
Gra
de 2
=
Top
Sla
b Th
ickn
ess
= A
=B
=C
=D
=E
=
Cur
ve L
engt
h =
Top
Top
Sla
b E
lev
@ In
let =
1/2r
=D
istri
butio
n Le
ngth
=
Min
Fill
=
Max
Fill
=
Ave
rage
Fill
=
PV
C S
tatio
n =
PV
C E
leva
tion
=
90º
1.83
'
-6.0
%
Out
let =
3.30
'
1020
.39
2.35
%
1020
.34
6.00
'
FILL
DEP
THS
0.54
'
0.91
'
1021
.02
Cul
vert
Leng
th =
Cul
vert
Slo
pe =
0.
42'
0.79
'
-6.0
%
1020
.47
Lane
Wid
th =
X-sl
ope
=
1020
.39
1029
.39
2.00
'
X-sl
ope
=
1029
.01
13+1
1.55
12+9
7.90
-6.0
%
1.41
'
10.0
0'3.
44'
1030
.77
12+9
8.52
1029
.81
X-sl
ope
=
Lane
Wid
th =
1020
.70
Culvert Span =
1030
.41
X-sl
ope
=
12+9
8.26
Headwall to End of Culvert
13+1
1.55
13+2
5.21
1028
.64
1020
.39
Headwall to End of Culvert
Flow
1020
.47
1020
.70
Sta Ahead
1029
.21
13+1
1.55
13+2
5.12
1028
.84
13+2
4.85
1029
.45
DTA
RD
S7/
9/20
15D
ATE
12+9
8.61
1030
.98
Inle
t =
1.76
'
1020
.94
24.00'
1.27
'
1020
.94
1021
.02
1021
.02
1.64
'
0.91
'1.
29'
2.00
'
13+2
4.59
1030
.06
#DIV
/0!
00+0
0.00
DA
TE
1.28
'
2.00
'2.
12'
1.64
'1.
28'
-6.0
%
1020
.70
Wall =1.29'
1020
.47
1.17
'
30.7
5'
1020
.94
10.0
0'
1029
.58
1028
.90
12+9
7.99
Ske
w =
0.00
'
Ove
rlay
=
JV 5
16: S
R 3
013
over
Bel
ls R
unO
F
7/9/
2015
2.12
'M
ax F
ill =
26.7
4'0.
42'
2.12
'
Min
Fill
=0.
42'
0.00
'
1030
.18
13+1
1.55
1030
.62
13+1
1.55
1021
.07
13+2
4.50
1030
.27
1 1
pH =Sediment Depth = ft
Rise = ftSlope =
Years
7.02.35%
Years to Poor = 5580
Years to Poor = [(0.3509*pH^1.205)^7.457] * [1+(Sed. Depth/Rise)^8.630]Slope^0.767
6.71.0
Project:
Subject:
Task:
Job #:
Computed:
Checked:
Page:
No.:
Date:
Date:
of:
PennDOT P3 Bridge Replacement
Design Directives and Guideance
Culvert Design Life
JV516
DTA
RDS
5/13/2015
5/14/2015
SE
E D
ES
IG
N A
SS
UM
PT
IO
N #
3 F
OR
EM
BE
DM
EN
T L
EN
GT
H C
AL
CU
LA
TIO
N.
1
00
00
0
5
AC
EJD
DJS
7
D
ES
IG
N T
AB
LE
S F
OR
22' &
24' S
PA
NS
PR
EC
AS
T B
OX
CU
LV
ER
TS
ST
AN
DA
RD
RA
PID
BR
IDG
E R
EP
LA
CE
ME
NT
PR
OJE
CT
PL
EN
AR
Y W
AL
SH
KE
YS
TO
NE
PA
RT
NE
RS
SPAN X RISE
BOX SIZE
HEIGHT
DESIGN FILL
THICKNESS (IN)
TOP SLAB
THICKNESS (IN)
BOTTOM SLAB
THICKNESS (IN)
WALL
DIMENSION (IN)
HAUNCH
TO
P S
LA
B R
EIN
FO
RC
EM
EN
TB
OT
TO
M S
LA
B R
EIN
FO
RC
EM
EN
TW
AL
L R
EIN
FO
RC
EM
EN
T
T1
T2
T3
B1
B2
B3
W1
SIZE (T2/B2)
EXTERIOR BAR
LAP (IN)
EXTERIOR FACE
BAR SIZE
(IN)
BAR SPACING
(IN)
LAP LENGTH
BAR SIZE
(IN)
BAR SPACING
1
LENGTH (IN)
EMBEDMENT
BAR SIZE
(IN)
BAR SPACING
BAR SIZE
(IN)
BAR SPACING
(IN)
LAP LENGTH
BAR SIZE
(IN)
BAR SPACING
1
LENGTH (IN)
EMBEDMENT
BAR SIZE
(IN)
BAR SPACING
BAR SIZE
(IN)
BAR SPACING
22' x 4
'
19
13
12
53
27
85
74
32
78
56
47
54
0'-
5"
20
19
12
54
08
93
75
40
89
37
58
68
1'-
0"
20
14
12
54
08
93
74
40
89
37
58
68
2'-
0"
12
54
08
120
75
40
8120
75
86
8
4'-
0"
12
54
40
84
93
74
54
40
84
93
74
54
86
8
22' x 6
'
19
18
13
12
56
32
76
85
76
46
32
76
85
76
46
75
4
0'-
5"
20
19
12
55
40
85
93
75
55
40
85
93
75
55
86
8
1'-
0"
20
13
12
56
32
76
85
86
46
32
76
85
76
46
75
4
2'-
0"
12
55
40
85
93
75
55
40
85
93
75
55
86
8
4'-
0"
12
55
40
85
93
85
55
40
85
93
85
55
86
8
22
' x
8'
19
13
12
56
32
76
85
86
46
32
76
85
76
46
75
4
0'-
5"
20
19
12
53
27
85
85
32
78
58
57
54
1'-
0"
20
13
12
56
32
76
85
86
46
32
76
85
86
46
75
4
2'-
0"
12
53
27
85
85
32
78
58
57
54
4'-
0"
12
55
51
95
104
95
55
51
95
104
95
55
98
6
22' x 1
0'
19
13
12
56
32
76
85
86
46
32
76
85
86
46
75
4
0'-
5"
20
19
12
53
27
85
85
32
78
58
57
54
1'-
0"
20
19
13
12
56
32
76
62
86
46
32
76
62
86
46
75
4
2'-
0"
12
53
27
85
85
32
78
58
57
54
4'-
0"
12
54
08
93
95
40
89
39
58
68
22' x 1
2'
19
13
12
56
32
76
85
86
46
32
76
85
86
46
75
4
0'-
5"
21
20
12
53
27
85
95
32
78
58
57
54
1'-
0"
21
20
13
12
56
32
76
62
86
46
32
76
62
86
46
75
4
2'-
0"
12
53
27
85
95
32
78
58
57
54
4'-
0"
12
56
40
86
93
10
65
64
08
69
31
06
56
86
8
24' x 4
'
20
19
14
12
56
40
86
98
76
46
40
86
98
76
46
86
8
0'-
5"
22
12
65
19
109
76
51
9109
75
98
6
1'-
0"
21
14
12
56
40
86
98
76
46
40
86
98
76
46
86
8
2'-
0"
19
19
12
65
19
138
76
51
9138
75
98
6
4'-
0"
19
19
12
54
40
84
98
74
54
40
84
98
74
54
86
8
24' x 6
'
20
19
13
12
56
40
86
98
86
46
40
86
98
76
46
86
8
0'-
5"
22
12
55
40
85
98
85
55
40
85
98
75
55
86
8
1'-
0"
22
21
12
56
40
86
98
86
46
40
86
98
86
46
86
8
2'-
0"
19
19
12
55
40
85
98
85
55
40
85
98
75
55
86
8
4'-
0"
19
19
12
55
19
109
95
51
9109
85
98
6
24
' x
8'
20
19
13
12
56
40
86
98
86
46
40
86
98
86
46
86
8
0'-
5"
22
12
56
40
86
98
86
56
40
86
98
86
56
86
8
1'-
0"
22
21
13
12
54
08
98
84
40
89
88
48
68
2'-
0"
19
19
12
56
40
86
98
86
56
40
86
98
86
56
86
8
4'-
0"
19
19
12
55
51
95
109
95
55
51
95
109
95
55
98
6
24' x 1
0'
20
19
13
12
56
40
86
98
86
46
40
86
98
86
46
86
8
0'-
5"
23
22
12
53
27
90
95
32
79
08
57
54
1'-
0"
22
21
13
12
56
40
86
71
96
46
40
86
71
86
46
86
8
2'-
0"
19
19
12
53
27
90
95
32
79
08
57
54
4'-
0"
19
19
12
55
19
109
10
55
19
109
10
59
86
24' x 1
2'
13
12
53
27
90
84
32
79
08
47
54
0'-
5"
23
22
12
55
32
75
90
95
55
32
75
90
85
55
75
4
1'-
0"
23
22
13
12
55
40
85
71
85
55
40
85
71
85
45
86
8
2'-
0"
19
19
12
55
32
75
90
95
55
32
75
90
85
55
75
4
4'-
0"
19
19
12
56
40
86
98
10
65
64
08
69
81
06
56
86
8
D-9002 C
AD
D (
02-90) R
EV
IS
ED
(05-97)
DE
PA
RT
ME
NT
OF
TR
AN
SP
OR
TA
TIO
N
CO
MM
ON
WE
AL
TH
OF
PE
NN
SY
LV
AN
IA
SH
EE
TO
FR
EC
OM
ME
ND
ED
DE
S:
DW
G:
CK
D:
BM
SB
RID
GE
KE
YJV
MP
MS
FILE:
PATH:
MODEL:Default
USER:DAderholdPLOT DATE:05-13-20152:45:37 PM
Box Culvert Standard Sheet 5 of 7
PLOT DRIVER:PennDOT_PDF_Mono.pltcfg
Mark
Descrip
tio
nB
yC
hk'd
.A
pp'd
.D
ate
RE
VIS
ION
S
Stan
dard
s do
not c
over
a b
ox cu
lver
t siz
e of
24'
x 7'.
The
refo
re,
the
24' x
6' c
ulve
rt st
anda
rd w
as ch
ecke
d fo
r the
app
licab
le fi
ll he
ight
s in
BXLR
FD a
gain
st th
e ac
tual
7' r
ise.
The
mor
e co
nser
vativ
e cu
lver
t dim
ensio
ns a
nd a
rea
of re
info
rcem
ent w
ill
be u
sed
per t
hese
stan
dard
s for
the
cont
rolli
ng fi
ll he
ight
in
Fina
l Des
ign.
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