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 rflango@larsondesigngroup.com.

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

S-

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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.