STR C Calc FlagSheet Bridge TSL R00...

hdrinc.com

11 Stanwix Street,T 412.497.6000

July 16, 2015 Ken Wright, PHDR Enginee11 Stanwix StPittsburgh, PA Re: S.R JV S.R Ec

St Gentlemen: HDR EngineeSubmission foThe StreamlinType, Size anthe following it

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, Suite 800, Pittsbur F 412.497.6080

P.E. ring, Inc. ., Suite 800

A 15222-1357

R. 4036, SectioV450 Bridge ReR. 4036 (Big S

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Location: S.R. 4036, SecSegment 0140Station 13+20.S.R. 4036 (BigEconomy Boro

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JV450 Bridge Replacement S.R. 4036, Section A08 Economy Borough, Beaver County Page 2

3) Span Lengths:

One (1), 16’-0” clear span

4) Roadway Width: Out-to-out: 36’-6 1/2”, includes two 1’-9 ¼” wide PA structure mounted guide rail on concrete

curbs. Barrel extends 6” past back face of concrete curb. Clear roadway width 32’-0”, includes two 12’-0” lanes and two 4’-0” shoulders.

5) Skew Angles:

75° 00' 00" (Left Ahead)

6) Vertical and Horizontal Clearance: Minimum Required Effective Opening Height: 3’-0” (BD-632M) Existing Opening Height: 4’-6” Provided Effective Opening Height Under Bridge: 4’-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: None required (natural)

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: 35267 Design ADT: 4869 Design ADTT: 243 Design Year: 2037

JV450 Bridge Replacement S.R. 4036, Section A08 Economy Borough, Beaver County Page 3

2. Culvert Type and Geometry

Fill Height: 0.57’ Min – 1.06’ Max Length: 18’-9 ¾“ (along centerline of roadway, begin structure to end structure) Fish Passage: Yes

3. General

Backfill Unit Density: 120 pcf Railroad Live Load: No pH Foundation Material: N/A pH Water: 7.5 Method of Corrosion Protection: Epoxy Coated Rebar and Type II Cement Anticipated Removal of Unsuitable Material: No Anticipated Settlement:

13

D-9002 CADD (02-90) REVISED (05-97)

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

SHEET OFRECOMMENDED

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Mark Description By Chk'd. Recm'd. Date

REVISIONS

S-

DRI

VE

WA

Y

ST

ON

E/

DI

RT

MA

CA

DA

M

DRI

VE

WA

Y

850

850

850

850

5.1

0m

Off=16.7

2'

Sta

=12

+7

7.0

0

E=13

0115

2.2

016

N=4

74

32

8.6

360

SIGNATURE & DATE

PREPARED BY:

PITTSBURGH, PA 15222

SUITE 800

11 STANWIX STREET

HDR ENGINEERING, INC.

V = 7.44 FPS

Q = 290 CFS

WATER SURFACE EL = 848.58

HYDRAULIC DATA

RETURN PERIOD - 25 YR FLOOD

RETURN PERIOD - 100 YR FLOOD

VERTICAL CURVE DATA

HORIZONTAL CURVE DATA

LEGEND:

SOIL BORING

PROPOSED CONTOURS

EXISTING CONTOURS

INDICATES TRAFFIC DIRECTION

B-1

B-213

V = 5.87 FPS

Q = 436 CFS

WATER SURFACE EL = 849.92

B-1

B-2

13+41.00

13+03.00

5.00' LT

3.00' LT

BORING STATION OFFSET

BORING TABLE

TANGENT

TANGENTS

HL

DR

4'-0"

LA

NE

12'-0"

LA

NE

12'-0"

SH

LD

R

4'-0"

STA 13+29.93

END STRUCTURE

STA 13+11.12

BEGIN STRUCTURE

32'-0"

CL

EA

R

RO

AD

WA

Y

36'-6•

"

OU

T-

TO -

OU

T

STA 13+20.52

Ë STRUCTURE

WING "A"

WING "B"WING "C"

WING "D"

RO

AD

WA

Y

TO BE REMOVED

EXISTING STURCTURE

Ë BOX CULVERT

784171982450

1

MPPRRK CDC

S.R. 4036 STA. 13+20.52

SEG. 0140 OFF. 0961

35267

SECTION A08

02 4036 0140 0961

2

TYPE, SIZE AND LOCATION

16'-0" x 6'-0" PRECAST CONCRETE BOX CULVERT

S.R. 4036

SHLDR

4'-0"

LANE

12'-0"

LANE

12'-0"

SHLDR

4'-0"

* *

* *

* *

*

37'-10" (36'-6•" )*

2.00% 2.00%

CHAMFER

3"x3"

(TYP)

5'-0"

6'-0"

EF

F

4'-6"

1'-6" DEPRESSION

BAFFLE

FISH Q25 EL = 848.58

2 0 4 8 FEET

SECTION ALONG Ë OF CULVERT

2 0 4 8 FEET

PLAN

2 0 4 8 FEET

ELEVATION

**

MIN VERTICAL CLEARANCE PROVIDED = 4'-6"

MIN VERTICAL CLEARANCE REQUIRED = 3'-0"**

MEASURED NORMAL TO SR 4036 Ì*

CLEAR

16'-0"

RI

SE

6'-0" Q25 EL = 848.58

BAFFLE (TYP)MATERIAL

BEDDING

12" MIN

FILL AT INLET SIDES (TYP)

COMPACTED 2A OR FLOWABLE

BOX CULVERT

PRECAST

EL

EV 852.09

PV

T

ST

A 12

+68.00

EL

EV 852.45

PVI

ST

A 13

+35.00

+ 0.54%+ 0.54%

ANCHOR SYSTEMS

WALL CONSTR & EXP JOINT DETAILS

REINFORCEMENT BAR FABRICATION DETAILS

TYPICAL WATERPROOFING AND EXPANSION DETAILS

BRIDGE DRAINAGE

SUPPLEMENTAL DRAWINGS

DESCRIPTION

BC-734M 10-26-10

BC-735M 10-26-10

BC-736M

BC-788M

5-18-12

5-18-12

APP. DATEDWG. NO.

BC-751M 11-26-13

GUIDE RAIL BARRIER (TYP)

PA STRUCTURE MOUNTED

SE

WI

CK

LE

Y

CR

EE

K

BR

AN

CH

OF

BI

G

(ROADWAY ITEM)

GUIDERAIL (TYP)

Ì SR 4036

SURVEY & CONSTR

OVER BRANCH OF BIG SEWICKLEY CREEK

DRAWINGS

+SUPPLEMENTAL

32'-0" 2'-3‚" 2'-3‚"

(TYP.)

GUIDERAIL BARRIER

PA STRUCTURE MOUNTED

PRECAST WINGWALLS (TYP)

HEADWALL

CAST-IN-PLACE

ITEM)

(TYP.) (ROADWAY

GUIDE RAIL

EL. 844.00

BOX INVERT

EL. 843.90

BOX INVERT

OUTLET EL = 842.57

INLET EL = 842.67

BOTTOM OF CULVERT WING "D" EL 838.0

WING "C" EL 838.0

BFE

WING "B" EL 836.50

WING "A" EL 836.50

BFE

6"

CU

RB

&

GUI

DE

RAI

L

1'-9‚

"

15°

30°

15°

6"

1'-9‚

"

GUI

DE

RAI

L

CU

RB

&

25°

Q100 EL = 849.92

WATER SURFACE ELEVATION (FLOOD)-UNKNOWN

FLOOD OF RECORD - UNKNOWN

WATERWAY OPENING 72 SQ. FEET

DRAINAGE AREA 1.06 SQ. MILES

STREAM BED

PROPOSED

(T

YP)

VA

RI

ES

Q100 EL = 849.92

BRANCH OF BIG SEWICKLEY CREEK

ROCK (TYP)

WALL WITH GROUTED

ALTERNATIVE CUTOFF

ROCK (TYP)

WALL WITH GROUTED

ALTERNATIVE CUTOFF

WITH GROUTED ROCK (TYP)

ALTERNATIVE CUTOFF WALL

STREAM BED

(ALONG WING "C")

FINISHED GROUND LINE (ALONG WING "D")

FINISHED GROUND LINE

LINE (TYP)

FINISHED GROUND

MATERIAL

AGGREGATE BEDDING

12" NO. 8 COARSE

TO BE DETERMINED

EXISTING AERIAL CABLE

DETERMINED

SEWER TO BE

EXISTING UNDERGROUND

BE DETERMINED

EXISTING GAS LINE TO

BE DETERMINED

AND AERIAL CABLE TO

EXISTING AERIAL POWER

TO BE DETERMINED

EXISTING AERIAL CABLE

TO BE DETERMINED

EXISTING AERIAL POWER

TO BE DETERMINED

EXISTING GAS LINE

SEWER TO BE DETERMINED


WATER TO BE DETERMINED


EASEMENT

TEMPORARY CONSTRUCTION

BC-706M 11-26-13PA STRUCTURE MOUNTED GUIDE RAIL

BC-798M 11-26-13MECHANICAL CONNECTION DETAILS

BEAVER COUNTY

RIGHT-OF-WAY

REQUIRED

EASEMENT

CONSTRUCTION

TEMPORARY

RIGHT-OF-WAY

REQUIRED

ENGINEERNO.

PE-083431

REGISTERED

PROFESSIONALCO

M

MO

NWEALTH

OF

SYLA

N

IP E

N

A

NV

COLBY D. CHRISTENSEN

7/28/15

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

LOAD RATING SUMMARY (ADTT = 243)

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

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

RATING NOTES:

2

MPP

SEG. 0140 OFF. 0961

35267

S.R. 4036 SECTION A08

784171982450

16'-0" x 6'-0" 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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02 -

General

Notes

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Mark Description By Chk'd. Recm'd Date

REVISIONS

DISTRICT BRIDGE ENGINEER

DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)SPECIAL CHARACTERS:

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

RATIO OF 0.45 FOR ALL PRECAST AND CAST-IN-PLACE ELEMENTS.

USE TYPE II SULFATE RESISTANT CEMENT AND WATER/CEMENT

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

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

S.R. 4036 STA.13+20.52

02 4036 0140 0961

OVER BRANCH OF BIG SEWICKLEY CREEK

FOUNDATION NOTES

GENERAL NOTES

RRK

BARS IS INDICATED.

WALLS, OR WHERE BENDING OR WELDING OF THE REINFORCEMENT

996/A 996M REINFORCEMENT BARS IN CURBS, BAFFLES OR CUT-OFF

REINFORCING STEEL BARS UNLESS SPECIFIED. DO NOT USE RAIL STEEL A

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

CDC

PRECAST BOX CULVERT (W/FWS)

H20 HS20 ML-80 TK527 PHL-93 P-82

TOP SLAB BOT. SLAB TOP SLAB TOP SLAB TOP SLAB ---

0.86L 0.50L 0.86L 0.86L 0.14L ---

STR-1 STR-1 STR-1 STR-1 STR-1 ---

1.79 (V) 1.69 (M) 1.31 (V) 1.44 (V) 1.07 (V) ---

21.91 K 59.88 K-FT 21.91 K 21.91 K 21.91 K ---

TOP SLAB BOT. SLAB TOP SLAB TOP SLAB TOP SLAB BOT. SLAB

0.86L 0.50L 0.86L 0.86L 0.14L 0.50L

STR-II STR-II STR-II STR-II STR-IA STR-II

2.32 (V) 2.19 (M) 1.70 (V) 1.87 (V) 1.70 (V) 1.24 (M)

21.91 K 59.88 K-FT 21.91 K 21.91 K 21.91 K 58.42 K-FT

IS DEEPER, 3'-6" MINIMUM.

WINGWALL FOOTING OR BOTTOM OF ROCK LINING WHICHEVER

NORMAL STREAM. ELEVATION EXTENDING TO THE BOTTOM OF

FLOWABLE BACKFILL IS A MINIMUM OF 2'-0" ABOVE

HEIGHT OF COMPACTED NO. 2A COARSE AGREGATE OR

FOR A MINIMUM LENGTH OF 10'-0" PLUS WINGWALLS.

OR TYPE B FLOWABLE BACKFILL AT INLET END OF CULVERT

PROVIDE COMPACTED NO. 2A COARSE AGGREGATE BACKFILL

2010, AND AS SUPPLEMENTED BY RBRP MODIFIED DM4.

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 5TH EDITION,

BEAVER COUNTY

BLASTING IS NOT PERMITTED.

THE DEVELOPMENT ENTITY REPRESENTATIVE.

THE FOOTING EXCAVATIONS ARE TO BE INSPECTED AND APPROVED BY

FOOTING ELEVATION.

OVEREXCAVATION DEPTH OF 3 FEET BELOW THE PROPOSED BOTTOM OF

DESIGN TEMPORARY EXCAVATIONS TO ACCOUNT FOR A MAXIMUM

SECTION 806 OF RBRP MODIFIED PUBLICATION 408.

STORMWATER FLOW AND EROSION USING MATERIALS SPECIFIED IN

PERMANENT SLOPES NO STEEPER THAN 2H:1V. PROTECT SLOPES FROM

CONSTRUCT TEMPORARY SLOPES NO STEEPER THAN 1.5H:1V AND

WATER LEVEL, IF REQUIRED.

CONSTRUCTION. CONSTRUCT PROPOSED FOUNDATIONS BELOW THE NORMAL

DEWATERING OF FOOTING EXCAVATIONS MAY BE NECESSARY DURING

BACKFILL WITH CLASS C CEMENT CONCRETE AS DIRECTED.

INTERFERES WITH THE CONSTRUCTION OF THE PROPOSED STRUCTURE AND

ENTIRETY IN THE LOCATIONS WHERE THE EXISTING ABUTMENT

REMOVE THE EXISTING ABUTMENTS AND FOUNDATIONS IN THEIR

AS DIRECTED.

C CEMENT CONCRETE TO PROPOSED BOTTOM OF FOOTING ELEVATION AND

SOFT, WEATHERED, OR OTHERWISE INCOMPETENT MATERIAL WITH CLASS

REPRESENTATIVE WILL EVALUATE THE BEARING MATERIAL. REPLACE

PRIOR TO FOUNDATION CONSTRUCTION, THE DEVELOPMENT ENTITY

WINGWALLS:

AGGREGATE.

BELOW BEDDING. BACKFILL WITH EITHER NO. 2A OR NO. 8 COARSE

WITH THE PROPOSED STRUCTURE AND TO A MINIMUM OF TWO (2) FEET

THE LOCATIONS WHERE THE EXISTING FOUNDATION ELEMENTS INTERFERE

REMOVE THE EXISTING FOUNDATION ELEMENTS IN THEIR ENTIRETY IN

DEWATER EXCAVATIONS EXTENDING BELOW GROUNDWATER LEVEL.

OR NO. 8 COARSE AGGREGATE, 12" MINIMUM THICKNESS.

ALL SOFT OR OTHERWISE INCOMPETENT MATERIAL WITH EITHER NO. 2A

REPRESENTATIVE WILL EVALUATE THE BEARING MATERIAL. REPLACE

PRIOR TO FOUNDATION CONSTRUCTION, THE DEVELOPMENT ENTITY

CULVERT:

ENTITY REPRESENTATIVE).

TYPE C SOILS (UNLESS SOIL TYPE IS CONFIRMED BY DEVELOPMENT

FOR DESIGN OF THE TEMPORARY EXCAVATION SUPPORT SYSTEM, ASSUME

ROCK PARAMETERS PROVIDED IN THE STRUCTURE FOUNDATION REPORT

SUBPART P). IF THE CONTRACTOR ELECTS TO NOT USE THE SOIL AND

WITH CURRENT OSHA REQUIREMENTS (29 CFR PART 1926.650-.652,

INCLUDING ISSUED ADDENDUMS TO THE REPORT, AND IN ACCORDANCE

ROCK PARAMETERS PROVIDED IN THE STRUCTURE FOUNDATION REPORT,

DESIGN TEMPORARY EXCAVATIONS IN ACCORDANCE WITH THE SOIL AND

DRAINAGE AND PUMPING AS NECESSARY.

LOOSE MATERIAL, AND SURFACE WATER. PROVIDE SUFFICIENT

PLACE ALL CONCRETE ON A FOUNDATION SURFACE FREE OF DEBRIS,

CHLORIDES IN THE SUBSTRUCTURE CONCRETE.

IN ALL SUBSTRUCTURES. DO NOT USE ADDITIVES CONTAINING

WATER/CEMENT RATIO OF 0.45 AND EPOXY COATED REINFORCING STEEL

SOIL IS CORROSIVE. USE TYPE II CEMENT WITH A MAXIMUM

FOUNDATION.

ELEVATION OR ANY DIMENSIONS NECESSARY TO PROVIDE A PROPER

THE DEVELOPMENT ENTITY REPRESENTATIVE MAY CHANGE THE FOOTING

ENGINEERNO.

PE-083431

REGISTERED

PROFESSIONALCO

M

MO

NWEALTH

OF

SYLA

N

IP E

N

A

NV

COLBY D. CHRISTENSEN

Project: Computed: RRK Date: 5/8/2015Subject: Checked: CDC Date: 7/16/2015Task: Page: of:

Job #: No:

GENERAL NOTES

ASSUMPTIONS:

CALCULATION METHODOLOGY:

- See below for a sample derivation of the solution for points of interest

- It has been assumed that the slope of the stream banks at all 4 wingwalls will be worked to 2V:1H slopes and tie into the existing topography as needed beyond the limit of the apron.

PA Rapid Bridge Replacement ProjectCulvert GeometryJV450245810

- This set of calcuations uses the equation of intersecting lines and arcs extensively to determine the geographical coordinates for points of interest.

- This set of calculations defines the layout and geometry of a single cell box culvert for plan development.- The precast culvert and wingwall geometry have been set in accordance to the direction in DD-019, DD-032, and BD632M.- Yellow cells with bold text are input, grey cells are direct references to another sheet.


Job #: No:

SR 4036 HORIZONTAL ALIGNMENTNorthing Easting

PT 474247.10 1301120.82PC 474436.48 1301239.55

Delta N 189.38Delta E 118.73

a = 32.0843°Brg Angle = 32.0843°

DMS = N 32° 5' 3" E

BRANCH OF BIG SEWICKLEY CREEKNorthing Easting

PT 474380.34 1301167.44PC 474332.85 1301211.59

Delta N -47.49 (between 2003 and 2017)Delta E 44.15 (between 2003 and 2017)

a = -42.9157°Brg Angle = 137.0843°

DMS = S 42° 54' 57" E

ANGLE BETWEEN CENTERLINE OF CREEK AND CONTROL LINEa = 105.0000°

DMS = 104° 59' 60"

CROSSING OF CONTROL LINE OF SR 4036 AND BRANCH OF BIG SEWICKLEY CREEKNorthing Easting

SR 4036 474356.63 1301189.48CREEK 474356.63 1301189.48

STRUCTURE LAYOUT LINEa = 47.0843°

DMS = N 47° 5' 3" Eskew = 105.0000°

SR 4036 TYPICAL SECTION PRELIMINARY BOX CULVERT DIMENSIONSNORTHBOUND Span Length 16 ftHeadwall 0.50 ft Culvert Rise 6 ftBarrier 1.77 ft Top slab thickness 17 inShoulder 4.00 ft Width of walls 13 in wwall_skew 1.12 ftLane 12.00 ft Bottom Slab Thickness 16 inPGL 0.00 ft Depth of Fill over Invert 1.5 ftLane 12.00 ft Effect. Vertical Clearance 4.5 ftShoulder 4.00 ftBarrier 1.77 ftHeadwall 0.50 ft--- 0.00 ft--- 0.00 ft--- 0.00 ft

TOTAL 36.54 ft


11+91.25

13+20.520+32.37

Station

Station

0+00.000+64.84

Station

14+14.77


Job #: No:


FF TO FF OF WALL @ CL SR 4036Northing Easting

Abut 1 474349.61 1301185.09m 1.60 (eqn of a line)b -1601181.39A 3.54 (quadratic eqn)B -9223307.67C 6.0003E+12

(+) or (-) factor 1 (for quadratic solution)

Northing EastingAbut 2 474363.65 1301193.88

m 1.60 (eqn of a line)b -1601181.39A 3.54 (quadratic eqn)B -9223307.67C 6.0003E+12


OUT TO OUT OF BACKWALL STATIONS @ CL SR 4036Northing Easting

Abut 1 474348.66 1301184.49m 1.60 (eqn of a line)b -1601181.39A 3.54 (quadratic eqn)B -9223307.67C 6.0003E+12


Northing EastingAbut 2 474364.60 1301194.48

m 1.60 (eqn of a line)b -1601181.39A 3.54 (quadratic eqn)B -9223307.67C 6.0003E+12


13+29.93

13+28.81

13+12.24Station

Station

Station

Station

13+11.12

Project: PA Rapid Bridge Replacement Project Computed: RRK Date: 5/8/2015Subject: Culvert Geometry Checked: CDC Date: 7/16/2015Task: JV450 Page: of:Job #: 245810 No:

SR 4036 VERTICAL ALIGNMENT BRANCH OF BIG SEWICKLEY CREEK VERTICAL ALIGNMENTELEV ELEV

POB 852.09 Upstream Invert 845.50 Top of fillPOE 852.45 Downstream Invert 845.40 Top of fill

Length 67.00 Length 37.83

G1 0.539% G1 -0.264%

CROSS SLOPENet ∆EL Left Shoulder Lane Lane Shoulder Net ∆EL Right

(ft) % % % % (ft)12+68.00 -0.320 -2 -2 -2 -2 -0.32012+78.00 -0.320 -2 -2 -2 -2 -0.32012+88.00 -0.320 -2 -2 -2 -2 -0.32012+98.00 -0.320 -2 -2 -2 -2 -0.32013+08.00 -0.320 -2 -2 -2 -2 -0.32013+40.00 -0.320 -2 -2 -2 -2 -0.320

DEPTH OF FILL ATSR 4036 CROSSING STATIONS (MAX FILL)Elev Northing Easting Depth of Fill (in)

X-ing Sta 852.38 474356.63 1301189.48 12.09151BF Wall 1 852.33 474348.66 1301184.49 11.48350BF Wall 2 852.43 474364.60 1301194.48 12.69953

DEPTH OF FILL AT EDGE OF ROADWAY (MIN FILL)Elev Northing Easting Depth of Fill (in) Wingwall

BF Wall 1 Lft 852.03 --- --- 7.41317 BBF Wall 1 Rt 851.98 --- --- 6.85878 ABF Wall 2 Lft 852.13 --- --- 8.62920 CBF Wall 2 Rt 852.08 --- --- 8.07481 D

13+15.4113+06.8313+34.2113+25.64

Station

Station13+20.5213+11.1213+29.93

Station

STATION STATION12+68.00 0+13.4613+35.00 0+51.29

PRECAST BOX CULVERT DESIGN

16.000' x 6.000' x 1.000'

CLEAR SPAN x CLEAR HEIGHT x FILL

CALCULATIONS & ANALYSIS RATINGS

DESCRIPTION PAGE

1

2

3

6

7

10

13

16

…………………………………………………………….

…………………………………………………………….

BXLRFD OUTPUT FILE …………………………………………………………….

TABLE OF CONTENTS

STEEL REINFORCEMENT

LAP LENGTH CALCULATIONS

BXLRFD RATING SUMMARY

ASSUMPTIONS ………………………………………………………………………………...

…………………………………………………………….

…………………………………………………………….

…………………………………………………………….

…………………………………………………………….

BXLRFD DATA SUMMARY

BXLRFD INPUT SUMMARY

BXLRFD BARRIER DEAD LOAD

HDR ComputationProject: PENNDOT P3 Computed: JDD Date: 2/16/2014

Subject: PRECAST BOX CULVERT DESIGN Checked: JS Date: 2/17/2015

Task: PRECAST CULVERT DESIGN ASSUMPTIONS Sheet: 1 Of: 16

ASSUMPTIONS

Single cell precast box culvert.

Clear Spans Analyzed: 10', 12', 14', 16', 18', 20', 22', 24', 26', 28', 30'.

Clear Heights Analyzed: 4', 6', 8', 10', 12'.

Fills Analyzed: 0.2083' (Min. 2.5" bituminous overlay without 5" distribution slab), 0.417' (live load directly on

5" distribution slab), 1.000', 2.000', 4.000'.

Fill depth is defined as the distance from top of roadway to the top of the top slab of the culvert. Fill depth

includes the 5" distribution slab when applicable (see below). Fill is assumed to be entirely asphalt

(except distribution slab) with constant thickness.

A 5"-thick concrete load distribution slab is conservatively included in all designs except those with 2.5" (0.2083') of fill.

No shear reinforcement.

Two 12' lanes and two 8' shoulders.

Vertical wall barrier is used for all analyses.

Maximum shipping weight for culvert pieces = 80,000 lbs (per fabricator - A.C. Miller).

12" x 12" Haunches.

Material properties per BD-632M, Sheet 4 of 13.

Concrete clear cover per BD-632M, Sheet 4 of 13:

Top bars in top slab: 2.5" clear cover (all cases considered).

Top bars in bottom slab: 2.0" clear cover.

All other bars: 1.5" clear cover.

Additional 30 PSF included for future wearing surface per PennDOT DM-4, Section 12.11.2.1 and

BD-632M, Sheet 4 of 13, Note #6.

No approach slabs.

Refer to "BXLRFD Input" summary for additional assumptions.

HDR ComputationProject: PENNDOT P3 Computed: JDD Date: 2/16/2014


Task: BXLRFD DATA SUMMARY Sheet: 2 Of: 16

16' x 6' Opening

STRUCTURE OUT-TO-OUT DISTANCE = 44.000 FT =2*12+2*8+2*1.5+2*0.5

CURB-TO-CURB DISTANCE = 40.000 FT =2*12+2*8

PA TYPE 10M BARRIER WIDTH = 18.0 IN

NUMBER OF SEGMENTS = 7.0 Use one segment more than minimum allowed to account for shipping flexibility

5.0 IN

UPSTREAM INVERT EL = --

DOWNSTREAM INVERT EL = --

SLOPE OF CULVERT FLOOR = -- FT/FT

MINIMUM PAVEMENT EL = --

MIN PAVE EL HORIZ OFFSET FROM U.S. INVERT = -- FT

MAXIMUM PAVEMENT EL = --

MAX PAVE EL HORIZ OFFSET FROM U.S. INVERT = -- FT

MAXIMUM PAVEMENT EL AT CURB = --

MINIMUM PAVEMENT THICKNESS = 7.00 IN Total depth of asphalt above the top of the continuity slab.

MAXIMUM PAVEMENT THICKNESS = 7.00 IN Max. pavement thickness = Min. pavement thickness = Constant pavement thickness

TOTAL THEORETICAL FILL = 12.00 IN Theoretical total fill (continuity slab thickness + pavement thickness)

Top Slab

Thick (in.)-

Bot. Steel

Area

(in2/ft)

Bot. Slab

Thick (in.)

Top Steel

Area (in2/ft)

Bot. Steel

Area

(in2/ft)

Wall

Thickness

(in)

Wall 1 Left

Face Steel

Area (in2/ft)

Wall 1 Right

Face Steel

Area (in2/ft)

Wall 2 Left

Face Steel

Area (in2/ft)

Wall 2 Right

Face Steel

Area (in2/ft)

Horizontal

Dimension

(in)

Vertical

Dimension

(in)

5.0 16.00 6.00 6.286 17.00 - 1.200 16.00 0.880 - 13.00 0.880 0.400 0.400 0.880 12.00 12.00#7 @ 6" #6 @ 6" #6 @ 6" #4 @ 6" #4 @ 6" #6 @ 6"

T2 Reinf 1 = 0.880 in2/ft B2 Reinf 1 = 0.880 in

2/ft

T2 Reinf 1 = #6 @ 6" B2 Reinf 1 = #6 @ 6"

T2 Range 1 = 3.20 ft B2 Rang 1 = 3.20 ft


2/ft

T1 Reinf 2 = #5 @ 6" B1 Reinf 2 = #4 @ 6"



2/ft

T2 Reinf 3 = #6 @ 6" B2 Reinf 3 = #6 @ 6"


Note: Transverse reinforcement for slabs and walls are defined in the "Rebar Checks" sheet.

BXLRFD Version: 2.6.0.0

Top Steel Area Bottom Steel Area

Left

Middle

Right

Haunches

STRUCTURE DATA

CONTINUITY SLAB THICKNESS =

Walls

ROADWAY DATA

Segment

Width

(ft)

Clear

Height

(ft)

Clear

Span

(ft)

f'c

(ksi)

Bottom SlabTop Slab

HDR Computation

Project: PENNDOT P3 Computed: JDD Date: 2/16/2014


Task: BXLRFD INPUT SUMMARY Sheet: 3 Of: 16

COMMAND INPUT UNITS

TTL See right

See right

See right

CTL

1

AR

P

Y

MAT ksi

ksi

ksi

B

degrees

#

150.0 lb/ft3

145.0 lb/ft3

DIM 16.00 ft

6.00 ft

17.00 in.

16.00 in.

13.00 in.

13.00 in.

in.

%

%

ft

ft

LDC 144.167 lb/ft3

1.000 ft

3

3.0 ft

A

0.00 lb/ft3

0.00 in

30.00 lb/ft2

40 ft

6.286 ft

lb/ft3

lb/ft3

0.68 kips/ft

Default = N

Default = O (Conservative assumption for LL through fill, BXLRFD Manual 3.3.17.2)

FILE: C-STR_P3-16.000x6.000x1.000.dat

PARAMETER

Precast or Cast-in-place

Type of Run

Structure Type

System of Units

Fill Grade

Interior Wall Thickness

Right Wall Thickness

Left Wall Thickness

Bottom Slab Thickness

f'c for All Members

Frame Support

Top Slab Support

f'c for Top Slab

Top Slab Thickness

Clear Height

Clear Span

Epoxy Coated Bars

U-channel Right Wall Height

U-channel Left Wall Height

Fatigue Dynamic Load Allow

PA Traffic Factor

Mult Presence Reduction

Segment Length

Max LL Distr Length

Future Wearing Surface

Overlay Thickness

Leave blank for a box culvert.

PennDOT DM-4, Section 12.11.2.1; BD-632M, Note #6.

Set = 0.00 since fill is defined in Parameters #1 & #2

Set = 0.00 since fill is defined in Parameters #1 & #2

PHL-93,P-82, ML-80, TK527, HS20 and H20

Per DM-4, Section 3.11.6.4, 3.0 for box culverts

40' curb-to-curb / 12' per lane = 3.33 lanes --> use 3 lanes

Theoretical fill = continuity slab thickness + minimum pavement thickness

Wt. avg. of 5" continuity slab (150 pcf) & 7" constant overlay thickness (140 pcf).Earth Weight/Density

Overlay Weight/Density

This parameter is no longer used and should be left blank.

Default = 1.0 (only value allowed by BXLRFD)

Approach Slab LL Right Wall

Default = 45 lb/ft3 (the min. specified in DM-4 Table 3.11.5.5-2)

No approach slab per D-10.


Default = 0 (the program determines when live load is applicable)

Default = 1.2 (DM-4, Section 3.6.2.1)

• Controlling Min. = 13 in

Based on hydraulic requirements.

Based on hydraulic requirements.

7 Segments at 6.286' = 44'

Curb-to-curb distance. Refer to BXLRFD User's Manual - Fig. 5.10-1

Ductility Factor

Leave blank for a box culvert.

Default = 0.0%. Top slab thickness does not vary.

As required by design. Minimum thickness for precast culverts (S > 8 ft):



Leave blank for a culverts at grade.

Leave blank for a one cell culvert.


• Min. = 12.5 in for S > 12' (per BXLRFD Users's Manual, Table 5.8-1).

• Min. = 13 in for S > 12' (per BD-632M, Sheet 4 of 13).


• Min. = 12 in for S > 12' (per BXLRFD Users's Manual, Table 5.8-1).




Leave blank for precast culverts.

Bottom slab is present

16 ft x 6 ft Opening Size

Concrete Unit Weight for DL

Concrete Unit Weight for E



Box culvert has 1 cell

Default: US Customary Units

Default = 5.0 ksi (in accordance with BD-632M, Sheet 4 of 13).

N/A (Not used for precast culverts).

See AASHTO LRFD Table 3.5.1-1 & C3.5.1.

For f'c < 5.0 ksi, Unit Weight = 0.145 + 0.005 k/ft3 = 0.150 k/ft

3 = 150 lb/ft

3

For 5.0 < f'c < 15.0 ksi, Unit Weight = 0.140 + (0.001)(f'c) + 0.005 k/ft3 = 145 + (1.0)(f'c) lb/ft

3.

See AASHTO LRFD Table 3.5.1-1.

For f'c < 5.0 ksi, Unit Weight = 0.145 k/ft3 = 145 lb/ft

3

For 5.0 < f'c < 15.0 ksi, Unit Weight = 0.140 + (0.001)(f'c) k/ft3 = 140 + (1.0)(f'c) lb/ft

3.

Precast structure

Analyze, spec.check, and rate members. Geometry and reinforcement are known.

Ratings without FWS

Backfill Type

PENNDOT P3

CODE / COMMENTS

Bottom Slab

Rebar Size or Wire Diam.

Alpha

Reinforcement Type

Reinforcement Grade

Line 3

Line 1

Leave Blank for culverts with bottom slabs.

Leave blank for analysis runs.

Leave blank for designs that exclude shear reinf. (per D-10 preferences)

Reinforcement bars used.

Default = 60 ksi (in accordance with BD-632M, Sht. 4 of 13).

Leave blank for precast culverts.

Importance Factor

Line 2 Single Cell Precast Concrete Box Culvert





Approach Slab DL Right Wall

Approach Slab LL Left Wall

Approach Slab DL Left Wall

Barrier Dead Load

Max Equiv Fluid Press

Min Equiv. Fluid Press

Default = 70 lb/ft3 (the max. specified in DM-4 Table 3.11.5.5-2)

Live Load Override

P-82 Max Dynamic Load Allow

See separate calcs: 0.3 klf per PennDOT BD-617M, Sht. 1 of 17 + extra barrier

Redundancy Factor

Top Slab Grade

Live Load

Live Load Surcharge

Number of Lanes

Height of Fill

Default = 1.0 (DM-4, Section 1.3.5)



This parameter is no longer used and should be left blank.

HDR Computation




COMMAND INPUT UNITS

HCH 12.00 in.

12.00 in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

in.

CVR 2.50 in.

1.50 in.

2.00 in.

1.50 in.

1.50 in.

in.

in.

TSR 1

T

3.200 ft

6

6 in.

12.800

5

6

16.000

6

6

TSR 1

B

16 ft

7

6 in.

BSR 1

T

16 ft

6

6 in.

BSR 1

B

3.200 ft

6

6 in.

12.800 ft

4

6 in.

16.000 ft

6

6 in.

WLR 1

L

6.000 ft

6

6 in.

WLR 1

R

6.000 ft

4

6 in.

WLR 2

L

6.000 ft

4

6 in.

Spacing 1

Reinforcement Size

Range Distance

Face

Slab Number

Reinforcement: #7 @ 6"


Bottom slab, bottom reinforcment.

Single cell culvert.

Range 1 Reinforcement: #6 @ 6"

Over full width.

Spacing 3



Left wall.

Range Distance 2

Reinforcement Size 2

Spacing 2

Range Distance 3


FILE: C-STR_P3-16.000x6.000x1.000.dat

CODE / COMMENTSPARAMETER


Range Distance 1

Face

Slab Number

Reinforcement Size

Range Distance

Face

Wall Number

Reinforcement Size

Range Distance

Face

Wall Number

Bottom Slab Top Cover

Reinforcement Size

Top Slab Bottom Cover

Top Slab Top Cover

Reinforcement Size

Range Distance

Face

Wall Number

Footing Bottom Cover

Footing Top Cover

All Wall Covers

Spacing 1

Spacing

Spacing

Spacing

Slab Number

Bottom Slab Bot Cover


Range Distance 1

Face

Range Distance 2


Spacing 2

Range Distance 3


Spacing 3

Top Left y

Top Left x

Leave Blank. Uses "Top Left y" value by default.

Leave Blank. Uses "Top Left x" value by default.

Default: 1.50 in. (See BD-632M, Sheet 4 of 13 or BXLRFD User's Manual Table 5.15-1)





Leave blank. No interior wall.






Bottom Interior y

Bottom Interior x

Top Interior y

Top Interior x

Bottom Right y

Bottom Right x

Bottom Left y

Bottom Left x

Top Right y

Top Right x


Over full height. Should equal clear height in "DIM" parameters.

Left face of wall.

Right wall.

Leave blank (no footing).

Over full width.

Top slab, bottom reinforcment.



Spacing

Spacing

Range Distance

Face

Slab Number



Right face of wall.


Left wall.


Over full width.

Bottom slab, top reinforcment.




Left face of wall.



Minimum allowed per PennDOT District 10-0 = 12"

Minimum allowed per DM-4, Section 12.11.1 = 6".

Use 12" as the standard for all culverts.

Minimum allowed per PennDOT District 10-0 = 12"

Minimum allowed per DM-4, Section 12.11.1 = 6".

Use 12" as the standard for all culverts.

Over full width.

Top slab, top reinforcment.


Leave blank (no footing).

HDR Computation




COMMAND INPUT UNITS

WLR 2

R

6.000 ft

6

6 in.

OIN 1

1

OUR

1

1

TTL PENNDOT P3

TTL Single Cell Precast Concrete Box Culvert

TTL 16 ft x 6 ft Opening Size

CTL ,1,AR,P,Y,,

MAT ,,,B,,,,150,145

DIM 16,6,17,16,13,13,,,,,

LDC 144.167,1,3,3,A,0,0,30,40,6.286,,,,,,,,,,,0.68,,,,,,

HCH 12,12,,,,,,,,,,

CVR 2.5,1.5,2,1.5,1.5,,

TSR 1,T,3.2,6,6,12.8,5,6,16,6,6

TSR 1,B,16,7,6

BSR 1,T,16,6,6

BSR 1,B,3.2,6,6,12.8,4,6,16,6,6

WLR 1,L,6,6,6

WLR 1,R,6,4,6

WLR 2,L,6,4,6

WLR 2,R,6,6,6

OIN 1,1,

OUR ,1,,,,,,,1,,

Leave blank. Default: 1 (BXLRFD Table 6.27-1). Print serviceability summary table.

Leave blank. Default: 1 (BXLRFD Table 6.27-1). Print foundation pressure summary table

Leave blank. Default: 0 (BXLRFD Table 6.27-1). Do not print section properties

Use "1" to print capacities in the output file

Leave blank. Default: 1 (BXLRFD Table 6.27-1). Print Rating Summary

Leave blank. Default: 1 (BXLRFD Table 6.27-1). Print DL effects and capacities

Leave blank. Default: N/A for Analysis Run (BXLRFD Table 6.27-1).

Leave blank. Default: N/A for Analysis Run (BXLRFD Table 6.27-1).

Leave blank. Default: 0 (BXLRFD Table 6.27-1). Do not print foundation pressure

Leave blank. Default: 1 (BXLRFD Table 6.27-1). Print Quantities

Print serviceability table

Section Properties

Live Load Rating

Rating Summary

DL Effects and Capacities

Flexural Reinforcement

Shear Design

Foundation Pressure

Foundation Pressure Summary

Quantities

Serviceability Table

Serviceability Summary

INPUT FILE (Analysis)

Input Summary

Input Commands

Input File Echo

Reinforcement Size

Range Distance

Face

Wall Number

Spacing

FILE: C-STR_P3-16.000x6.000x1.000.dat

Leave Blank. Default: 1. See BXLRFD User's Manual Table 6.26-1

Print the input commands.

Print echo of input file.



Right face of wall.

Right wall.

PARAMETER CODE / COMMENTS

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