STR C Calc FlagSheet Bridge TSL R00 20150311

hdrinc.com

11 Stanwix Street,

T 412.497.6000

July 23, 2015 Ken Wright, PHDR Enginee11 Stanwix StPittsburgh, PA Re: S.R JV S.R Ho

St Gentlemen: HDR EngineeSubmission foaccordance wrequested for

Type Des

The following Design Manua

1) LSSSSH

2) R

SlPwC

, Suite 800, Pittsbur

F 412.497.6080

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

A 15222-1357

R. 0219, SectioV049 Bridge ReR. 0219 over Morton Townshipreamlined Type

ering, Inc. is por the proposewith RBRP Mothis structure.

e, Size and Locign Calculation

information foal, Part 4, Sect

Location: S.R. 0219, SecSegment 0020Station 12+65.S.R. 0219 overHorton Townsh

RecommendeSingle cell prelongitudinally. Precast flared with precast paCulvert is at-gr

rgh, PA 15222-1357

on A08 eplacement Mead Run p, Elk County e, Size and Lo

pleased to subd S.R. 0219 o

odified Design Enclosed for y

cation Drawingns

or the proposeion PP 1.9.3.3

ction A08 Offset 1858 18 r Mead Run hip, Elk County

ed Structure: ecast concrete wingwalls on s

anel lagging to rade with a vari

7

cation Submiss

bmit 1 copy oover Mead RunManual, Part

your review and

gs (2 sheets)

ed structure TS:

y

e box culvert

spread footings abut with existiable depth bitu

sion

of the Streamln structure. T4, PP1.9.3.3. d approval are

S&L is provide

with a 26’-0”

s at upstream eting retaining wuminous overla

ined Type, SizThe Streamline Type, Size a

e the following i

ed in accordan

” x 8’-0” open

end and far rigwall at near righay.

ze and Locatid TS&L Submand Location atems:

nce with RBR

ning and post

ght end. Soldiht end.

on (TS&L) mission is in

approval is

P Modified

t-tensioned

er pile wall

JV049 Bridge Replacement S.R. 0219, Section A08 Horton Township, Elk County

3) Span Lengths: One (1), 26’-0” clear span

4) Roadway Width: Out-to-out: 44’-6 1/2”, includes two 1’-9 1/4” wide PA structure mounted guide rail on concrete

curbs. Barrel extends 6” past back face of concrete curb. Clear roadway width 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: 6’-4 7/8” Provided Effective Opening Height Under Bridge: 6’-4 3/4”

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: S-34944 Design ADT: 6145 Design ADTT: 922 Design Year: 2037

JV049 Bridge Replacement S.R. 0219, Section A08 Horton Township, Elk County

2. Culvert Type and Geometry Fill Height: 0.25’ Min – 1.15’ Max Length: 28’-10” Fish Passage: Yes

3. General

Backfill Unit Density: 120 psf Railroad Live Load: No pH Foundation Material: N/A pH Water: 6.1 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: Precast flared wingwalls with apron Inlet Scour Protection Provided: R-6 min. rock protection 5’-0” Outlet End Wall Provided: Precast flared wingwall without apron and soldier pile retaining wall Outlet Scour Protection Provided: R-6 min. rock protection 5’-0”

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 (412) 497-6054. Thank you. Sincerely yours, HDR ENGINEERING, INC. Ken Wright, P.E. Lead Engineer Enclosures

1475

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

DEPARTMENT OF TRANSPORTATION

COMMONWEALTH OF PENNSYLVANIA

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DISTRICT BRIDGE ENGINEER

DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)

DRAWING TITLE

(APPLIES TO FONTS 1, 5, 23 AND 25)

` FRONT SINGLE QUOTE DELTA SYMBOL

| PIPE DIAMETER SYMBOL

° CARAT DEGREE SYMBOL

Ì \ 204 BASELINE

Ë \ 203 CENTERLINE

Ê \ 202 PROPERTY LINE

É \ 201 FEET PER FEET

± \ 200 PLUS/MINUS

SPECIAL CHARACTERS:

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

REVISIONS

1

RIDRRK BPW

S.R. 0219 STA. 12+65.18

SEG. 0020 OFF. 1858

34944

S.R. 0219 SECTION A08

6908815535049

PLAN5 0 5 10 FEET

SUPPLEMENTAL DRAWINGS

10-26-10BC-719MTEMPORARY CONCRETE BARRIER,

STRUCTURE MOUNTED

BC-734M 10-26-10ANCHOR SYSTEMS

BC-735M 10-26-10WALL CONSTR & EXP JOINT DETAILS

BC-736MREINFORCEMENT BAR FABRICATION DETAILS

BC-788MTYPICAL WATERPROOFING AND EXPANSION DETAILS

BC-798MMECHANICAL CONNECTION DETAILS

5-18-12

5-18-12

11-26-13

APP. DATEDWG. NO.DESCRIPTIONSIGNATURE & DATE

PREPARED BY:

PITTSBURGH, PA 15222

SUITE 800

11 STANWIX STREET

HDR ENGINEERING, INC.

LEGEND:

SOIL BORING

PROPOSED CONTOURS

EXISTING CONTOURS

INDICATES TRAFFIC DIRECTION

EL

HYDRAULIC DATA

RETURN PERIOD - 100 YR FLOOD

VERTICAL CURVE DATA

Vc = 50'

G1 = -0.29%

HORIZONTAL CURVE DATA

MIN VERTICAL CLEARANCE PROVIDED = 6'-4ƒ"

* MIN VERTICAL CLEARANCE REQUIRED = 3'-0"

TYPE, SIZE AND LOCTION

26'-0 x 8'-0" PRECAST CONCRETE BOX CULVERT

3

ELK COUNTY

24 0219 0020 1858

44'-6•

"

OU

T-

TO-

OU

T

B-2

B-1

40'-0"

CL

EA

R

RO

AD

WA

Y

CU

RB

AN

D

1'-9‚

"

CU

RB

AN

D

1'-9‚

"

GUI

DE

RAI

LG

UI

DE

RAI

L

6"

6"

SH

LD

R

8'-0"

LA

NE

12'-0"

LA

NE

12'-0"

SH

LD

R

8'-0"

STA 12+79.59

END STRUCTURE

STA 12+65.18

B-1

B-2

12+97.50

12+41.25

11.25' LT

11.50' LT

BORING STATION OFFSET

BORING TABLE

TANGENT

PVI STA 12+30.00

= 1480.45'

G2 = 0.50%

SURVEY & CONSTR

STA 12+50.76

BEGIN STRUCTURE

WING "A" WING "D"

WING "C"WING "B"

(ROADWAY ITEM)

GUIDERAIL (TYP)

30°

30°30°

WALL

RETAINING

EXISTING

5 0 5 10 FEET

ELEVATION

5 0 5 10 FEET

EF

F

6'-4ƒ

"

*

8'-0"

CHAMFER

3"x3"

SHLDR

8'-0"

LANE

12'-0"

LANE

12'-0"

SHLDR

8'-0"

40'-0"

44'-6•"

2'-3‚" 2'-3‚"

EL

EV1480.45

PVI

ST

A 12

+30.00

EL

EV 1480.45

PVI

ST

A 13

+00.00

(TYP)

RAIL BARRIER

MOUNTED GUIDE

PA STRUCTURE (ROADWAY ITEM)

GUIDE RAIL (TYP)

CULVERT (TYP)

PRECAST BOX

HEADWALL

CAST-IN-PLACE

INLET SIDES (TYP)

FLOWABLE FILL AT

COMPACTED 2A OR

Q100 EL = 1481.43

Q50 EL = 1481.07

PRECAST WINGWALL (TYP)

CLEAR

26'-0"

RI

SE

8'-0"

OUTLET EL = 1467.25

INLET EL = 1467.55

BOTTOM OF CULVERT

MATERIAL

BEDDING

12" MIN

STREAM BED

PROPOSED

Q100 EL = 1481.43

Q50 EL = 1481.07

BAFFLE

FISH

MATERIAL

BEDDING

FINISHED GROUND LINE (TYP)

STREAM BED

(ALONG WING "C")

FINISHED GROUND LINE

EL 1464.80

BFE

2.00%6.00% 2.00% 6.00%

GUIDE RAIL BARRIER (TYP)

PA STRUCTURE MOUNTED

(ALONG WING "D")

FINISHED GROUND LINE

EL 1469.21

BOX INVERT

EL 1469.51

BOX INVERT

(T

YP)

4'-9"

(TYP)

5'-0"

SHORING (TYP)

TEMPORARY

90°

DRAWINGS

+SUPPLEMENTAL

LEGAL R/W LINE

LEGAL R/W LINE

STORM PIPE

EXISTING 18"

ME

AD

RU

N

DETERMINED

EXISTING GAS TO BE

DETERMINED

ELECTRICAL TO BE

EXISTING AERIAL

DETERMINED

ELECTRICAL TO BE

EXISTING AERIAL

DETERMINED

EXISTING GAS TO BE

DETERMINED

EXISTING GAS TO BE

TO BE RELOCATED

EXISTING WATER LINE

STORM PIPE

EXISTING 15"

EASEMENT

TEMPORARY CONSTRUCTION

EASEMENT

TEMPORARY CONSTRUCTION

SECTION (TYP)

GALVANIZED HP

PRECAST PANEL (TYP)

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

OVER MEAD RUN

(TYP)

BAFFLE

MEAD RUN

1'-7‚" DEPRESSION

V = 2.41 FPS

Q = 1,360 CFS

WATER SURFACE EL = 1481.43

TO BE REMOVED

EXISTING STRUCTURE

(TYP)

WALL WITH R6 ROCK

ALTERNATIVE CUTOFF

(TYP)

WALL WITH R6 ROCK

ALTERNATIVE CUTOFF

(TYP)

WALL WITH R6 ROCK

ALTERNATIVE CUTOFF

RETURN PERIOD - 50 YR FLOOD

V = 2.29 FPS

Q = 1,160 CFS

WATER SURFACE EL = 1481.07

20°E

LE

V 1480.57

PV

RC

ST

A 12

+75.00

EL

EV 1480.57

PV

RC

ST

A 12

+55.00

WALL

SOLDIER PILE

WATER SURFACE ELEVATION (FLOOD)-UNKNOWN

FLOOD OF RECORD - UNKNOWN

WATERWAY OPENING 166.4 SQ. FEET

DRAINAGE AREA 7.42 SQ. MILES

EL

Vc = 20'

PVI STA 12+65.00

= 1480.62'

G2 = -0.50%

EL

Vc = 50'

G1 = -0.50%

PVI STA 13+00.00

= 1480.45'

G2 = 0.28%

G1 = 0.50%

GENERAL NOTES

PHL-93 OR P-82 (204 KIP PERMIT LOAD)

DESIGN IN ACCORDANCE WITH THE LRFD METHOD.

LOAD RATING SUMMARY (ADTT = 922)

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

RATING NOTES:

2

JEKSAW SWM

S.R. 0219 STA. 12+65.18

SEG. 0020 OFF. 1858

34944


6908815535049

GENERAL NOTES

26'-0" x 8'-0" PRECAST CONCRETE BOX CULVERT

3

ELEMENT

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



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Mark Description By Chk'd. Recm'd Date

REVISIONS


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

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.

24 0219 0020 1858

OVER MEAD RUN

ELK COUNTY

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

TOP SLAB TOP SLAB TOP SLAB TOP SLAB TOP SLAB ---

0.11L 0.11L 0.89L 0.89L 0.11L ---

STR-I STR-I STR-I STR-I STR-I ---

1.84 (V) 1.46 (V) 1.19 (V) 1.28 (V) 1.13 (V) ---

33.40 K 33.40 K 33.40 K 33.40 K 33.40 K ---

TOP SLAB TOP SLAB TOP SLAB TOP SLAB TOP SLAB TOP SLAB

0.11L 0.11L 0.89L 0.89L 0.11L 0.11L

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

2.39 (V) 1.89 (V) 1.55 (V) 1.65 (V) 1.80 (V) 1.20 (V)

33.40 K 33.40 K 33.40 K 33.40 K 33.40 K 33.40 K

FOUNDATION NOTES

BLASTING IS NOT PERMITTED.

CONFIRMED BY DEVELOPMENT ENTITY'S REPRESENTATIVE).

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

PROPOSED BOTTOM OF AGGREGATE.

BEDDING. BACKFILL WITH CLASS C CEMENT CONCRETE TO

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

NECESSARY.

PROVIDE SUFFICIENT DRAINAGE AND PUMPING AS

FREE OF DEBRIS, LOOSE MATERIAL, AND SURFACE WATER.

PLACE THE PRECAST CULVERT ON A FOUNDATION SURFACE

LEVEL.

DEWATER EXCAVATIONS EXTENDING BELOW GROUNDWATER

SUBSTRUCTURE CONCRETE.

NOT USE ADDITIVES CONTAINING CHLORIDES IN THE

COATED REINFORCING STEEL IN ALL SUBSTRUCTURES. DO

MAXIMUM WATER/CEMENT RATIO OF 0.45 AND EPOXY

SOIL IS CORROSIVE. USE TYPE II CEMENT WITH A

TO PROVIDE A PROPER FOUNDATION.

THE FOOTING ELEVATION OR ANY DIMENSIONS NECESSARY

THE DEVELOPMENT ENTITY REPRESENTATIVE MAY CHANGE

TO PROPOSED BOTTOM OF AGGREGATE AND AS DIRECTED.

INCOMPETENT MATERIAL WITH CLASS C CEMENT CONCRETE

MATERIAL. REPLACE SOFT, WEATHERED, OR OTHERWISE

ENTITY REPRESENTATIVE WILL EVALUATE THE BEARING

PRIOR TO FOUNDATION CONSTRUCTION, THE DEVELOPMENT

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



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DRAWING SUBTITLE (PLAN, SIDE VIEW, ETC)

DRAWING TITLE

(APPLIES TO FONTS 1, 5, 23 AND 25)

` FRONT SINGLE QUOTE DELTA SYMBOL

| PIPE DIAMETER SYMBOL

° CARAT DEGREE SYMBOL

Ì \ 204 BASELINE

Ë \ 203 CENTERLINE

Ê \ 202 PROPERTY LINE

É \ 201 FEET PER FEET

± \ 200 PLUS/MINUS

SPECIAL CHARACTERS:

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

REVISIONS

0 5 FEET2.5 2.5

SHLDR

9'-0"

LANE

11'-0"

LANE

11'-0"

SHLDR

7'-0"

T-BEAM BRIDGE

EXISTING CONCRETE

CONSTRUCTION STAGING:

STAGE 2.

STAGE 1.

EXISTING TYPICAL SECTION

0 5 FEET2.5 2.5

0 5 FEET2.5 2.5

STAGE 1 CONSTRUCTION


3

RIDRCM BPW

S.R. 0219 STA. 12+65.18

SEG. 0020 OFF. 1858

34944


6908815535049

21'-4…"

2'-3‚"


LANE

14'-0"

1'-1„"

2'-0"

TEMP

2'-0"

1'-1"

T-BEAM BRIDGE

EXISTING CONCRETE

CONCRETE BOX CULVERT

26'-0"x8'-0" PRECAST

BARRIER

SHLDR

1'-0"

SHLDR

1'-0"

ANCHOR

MOUNTED WITH ADHESIVE

BARRIER, STRUCTURE

TEMPORARY CONCRETE

JOINT

CONSTRUCTION

PHASING

PGL

23'-2„"


44'-6•" OUT-TO-OUT

21'-4…"

2'-3‚"SHLDR

1'-0"

BARRIER

10‡"

STAGING

26'-0" x 8'-0" PRECAST CONCRETE BOX CULVERT

OVER MEAD RUN

3

ELK COUNTY

24 0219 0020 1858

EASTERN PORTION OF NEW BOX CULVERT.

BRIDGE AND ABUTMENTS. CONSTRUCT

REMOVE EASTERN PORTION OF EXISTING

TRAFFIC ON NEW STRUCTURE AS SHOWN.

STRUCTURE AS INDICATED. SHIFT

INSTALL TEMPORARY BARRIER ON NEW

WESTERN PORTION OF NEW BOX CULVERT.

OF EXISTING BRIDGE. CONSTRUCT

AS SHOWN. REMOVE WESTERN PORTION

EASTERN PORTION OF EXISTING BRIDGE

INDICATED. SHIFT TRAFFIC TO

INSTALL TEMPORARY BARRIER AS

ADHESIVE ANCHOR

MOUNTED WITH

BARRIER, STRUCTURE

TEMPORARY CONCRETE

TEMP

2'-0"

LANE

14'-0"

SHLDR

1'-0"

PRECAST BOX CULVERT DESIGN

26.000' x 8.000' x 0.417'

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.



Task: BXLRFD DATA SUMMARY Sheet: 2 Of: 16

26' x 8' 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 = 13.0 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 = 0.00 IN Total depth of asphalt above the top of the continuity slab.

MAXIMUM PAVEMENT THICKNESS = 0.00 IN Max. pavement thickness = Min. pavement thickness = Constant pavement thickness

TOTAL THEORETICAL FILL = 5.00 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 26.00 8.00 3.385 25.00 - 1.896 23.50 1.896 - 17.00 1.896 0.744 0.744 1.896 12.00 12.00#8 @ 5" #8 @ 5" #8 @ 5" #5 @ 5" #5 @ 5" #8 @ 5"

T2 Reinf 1 = 1.896 in2/ft B2 Reinf 1 = 1.896 in

2/ft

T2 Reinf 1 = #8 @ 5" B2 Reinf 1 = #8 @ 5"

T2 Range 1 = 5.20 ft B2 Rang 1 = 5.20 ft


2/ft

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



2/ft

T2 Reinf 3 = #8 @ 5" B2 Reinf 3 = #8 @ 5"


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 26.00 ft

8.00 ft

25.00 in.

23.50 in.

17.00 in.

17.00 in.

in.

%

%

ft

ft

LDC 150 lb/ft3

0.417 ft

3

3.0 ft

A

0.00 lb/ft3

0.00 in

30.00 lb/ft2

40 ft

3.385 ft

lb/ft3

lb/ft3

0.593 kips/ft

Default = N

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

FILE: C-STR_P3-26.000x8.000x0.417.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) & 0" 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.

13 Segments at 3.385' = 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

26 ft x 8 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

5.200 ft

8

5 in.

20.800

5

5

26.000

8

5

TSR 1

B

26 ft

8

5 in.

BSR 1

T

26 ft

8

5 in.

BSR 1

B

5.200 ft

8

5 in.

20.800 ft

5

5 in.

26.000 ft

8

5 in.

WLR 1

L

8.000 ft

8

5 in.

WLR 1

R

8.000 ft

5

5 in.

WLR 2

L

8.000 ft

5

5 in.

Spacing 1

Reinforcement Size

Range Distance

Face

Slab Number

Reinforcement: #8 @ 5"


Bottom slab, bottom reinforcment.

Single cell culvert.

Range 1 Reinforcement: #8 @ 5"

Over full width.

Spacing 3



Left wall.

Range Distance 2

Reinforcement Size 2

Spacing 2

Range Distance 3


FILE: C-STR_P3-26.000x8.000x0.417.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

8.000 ft

8

5 in.

OIN 1

1

OUR

1

1

TTL PENNDOT P3

TTL Single Cell Precast Concrete Box Culvert

TTL 26 ft x 8 ft Opening Size

CTL ,1,AR,P,Y,,

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

DIM 26,8,25,23.5,17,17,,,,,

LDC 150,0.417,3,3,A,0,0,30,40,3.385,,,,,,,,,,,0.593,,,,,,

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

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

TSR 1,T,5.2,8,5,20.8,5,5,26,8,5

TSR 1,B,26,8,5

BSR 1,T,26,8,5

BSR 1,B,5.2,8,5,20.8,5,5,26,8,5

WLR 1,L,8,8,5

WLR 1,R,8,5,5

WLR 2,L,8,5,5

WLR 2,R,8,8,5

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_P3-26.000x8.000x0.417.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

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

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

Task: BXLRFD BARRIER DEAD LOAD Sheet: Of: 16

PA TYPE 10M BARRIER DEAD LOAD

PA Type 10M Barrier Dead Load Based on 11" Max. Fill/Overlay = klf (BD-617M, Sheet 1/17, Note #16)

Unit Weight of Reinforced Concrete = kcf

Barrier Width = ft (BD-617M, Sheet 15/17)

Continuity Slab Thickness = in

Max. Fill/Overlay Thickness for Standard Weight PA Type 10M Barrier = in (BD-617M, Sheet 15/17, Note #1)

Maximum Pavement Thickness at Curb

= 0.417 ft

PA TYPE 10M Barrier Dead Load

= 0.30 klf + 0.150 kcf [1.5 ft x ((0.42 ft) - (11 in - 5 in)(1ft / 12 in))]

= 0.282 klf

CUSTOM BARRIER DEAD LOAD

Custom Barrier Dead Load based on Standard Detail = klf

Unit Weight of Reinforced Concrete = kcf

Barrier Width = ft

Additional Pedestal Height = ft

Custom Barrier Dead Load

= 0.530 klf + 0.150 kcf (1.000 ft x 0.417 ft)

= 0.593 klf

BARRIER SELECTION:

Type = CUSTOM

Weight = 0.593 klf

0.530

0.150

1.000

0.417

JDD

6

JS

1.500

11.000

5.00

0.150

0.300



Task: STEEL REINFORCEMENT Sheet: 7 Of: 16

Reinforcement Properties (AASHTO LRFD 5th Ed., 2010)

#5 @ 5"

#6 @ 6"

Row Direction Size Area (in2/ft)

Top ("T1") Longitudinal #5 @ 5" 0.744

Top Transverse #6 @ 6" 0.880

Bottom ("T3") Longitudinal #8 @ 5" 1.896

Bottom Transverse #6 @ 6" 0.880

#8 @ 5" #6 @ 6"

17 in

#8 @ 5"

#5 @ 5"

Row* Direction Size Area (in2/ft)

Outside Vertical #8 @ 5" 1.896

Outside Horizontal #5 @ 6" 0.620

Inside Vertical #5 @ 5" 0.744Inside Horizontal #5 @ 6" 0.620

#5 @ 6"

#5 @ 6"

#8 @ 5"

#6 @ 6"

Row Direction Size Area (in2/ft)

Top ("B3") Longitudinal #8 @ 5" 1.896

Top Transverse #6 @ 6" 0.880

Bottom ("B1") Longitudinal #5 @ 5" 0.744

Bottom Transverse #6 @ 6" 0.880

#5 @ 5" #6 @ 6"

<-----Traffic----->TOP SLAB REINFORCEMENT

<-----Traffic----->BOTTOM SLAB REINFORCEMENT

25 in

TYPICAL WALL REINFORCEMENT

FILL SIDE* "Outside" row refers to steel closest to side of wall adjacent

to fill.

23.5 in




Minimum Reinforcement (Article A12.11.4.3.2)

· Per AASHTO LRFD, Fifth Edition (2010), Article A12.11.4.3.2, for inside faces of walls and at the top of slabs in each direction having less than 2’ of cover. Conservatively also apply for cases with more than 2' of cover:

AS > 0.002 Ag

Inside Face of Wall (Vertical): 0.744 in2/ft > 0.408 in2/ft OK

Inside Face of Wall (Horizontal): 0.620 in2/ft > 0.408 in2/ft OK

Top of Top Slab (Longitudinal): 0.744 in2/ft > 0.6 in2/ft OK

Top of Top Slab (Transverse): 0.880 in2/ft > 0.6 in2/ft OK

Top of Bottom Slab (Longitudinal): 1.896 in2/ft > 0.552 in2/ft OK

Top of Bottom Slab (Transverse): 0.880 in2/ft > 0.552 in2/ft OK

Minimum Reinforcement Area (A12.11.4.3.2)

·

Fabricated Length = 3.385 ft < 16 ft. Article A5.10.8 does not apply to slabs or walls of culvert section.

Shrinkage and Temperature Reinforcement (A5.10.8):

b = least width of component section

h = least thickness of component section

Top Slab:

Total Length = 346.000 in = (26 ft)(12 in/ft) + (17 in)(2)

Total Width = 40.615 in = (3.385 ft)(12 in/ft)

b = 40.615 in = Minimum of 346.000 in & 40.615 in

h = 25.00 in = Slab thickness

Use As > 0.168 in2/ft 0.11 < As < 0.60

Top (Longit.) As = 0.744 in2/ft > 0.168 in2/ft OK (Article A12.11.4.3.2 does not apply)Top (Transv.) As = 0.880 in2/ft > 0.168 in2/ft OK (Article A12.11.4.3.2 does not apply)

Bott. (Longit.) As = 1.896 in2/ft > 0.168 in2/ft OK (Article A12.11.4.3.2 does not apply)Bott. (Transv.) As = 0.880 in2/ft > 0.168 in2/ft OK (Article A12.11.4.3.2 does not apply)

Bottom Slab:Total Length = 346.000 in = (26 ft)(12 in/ft) + (17 in)(2)Total Width = 40.615 in = (3.385 ft)(12 in/ft)

b = 40.615 in = Minimum of 346.000 in & 40.615 inh = 23.50 in = Slab thickness

Use As > 0.161 in2/ft 0.11 < As < 0.60(2)(40.615 in + 23.5 in)(60 ksi)

As > (Requirement for both directions)

As >(1.30)(40.615 in)(23.5 in)

= in2/ft 0.168

= 0.161 in2/ft (Requirement for both directions)

(2)(40.615 in + 25 in)(60 ksi)(1.30)(40.615 in)(25 in)

(0.002)(25 in)(12 in/ft) =

(0.002)(25 in)(12 in/ft) =

(0.002)(23.5 in)(12 in/ft) =

(0.002)(17 in)(12 in/ft) =

(0.002)(17 in)(12 in/ft) =

As > 2(b+h)fy

1.30bh

(0.002)(23.5 in)(12 in/ft) =

Per AASHTO LRFD, Fifth Edition (2010), Article A12.11.4.3.2, the provisions of Article A5.10.8 shall not apply to precast concrete box sections

fabricated in lengths not exceeding 16 ft.

in2/ft

HDR Computation




(Bottom Slab Continued…)

Top (Longit.) As = 1.896 in2/ft > 0.161 in2/ft OK (Article A12.11.4.3.2 does not apply)Top (Transv.) As = 0.880 in2/ft > 0.161 in2/ft OK (Article A12.11.4.3.2 does not apply)

Bott. (Longit.) As = 0.744 in2/ft > 0.161 in2/ft OK (Article A12.11.4.3.2 does not apply)Bott. (Transv.) As = 0.880 in

2/ft > 0.161 in

2/ft OK (Article A12.11.4.3.2 does not apply)

WallsTotal Height = 144.500 in = (8 ft)(12 in/ft) + (25 in) + (23.5 in)Total Width = 40.615 in = (3.385 ft)(12 in/ft)

b = 40.615 in = Minimum of 144.500 in & 40.615 inh = 17.00 in = Wall thickness

Use As > 0.130 in2/ft 0.11 < As < 0.60

Outside (Vert.) As = 1.896 in2/ft > 0.130 in2/ft OK (Article A12.11.4.3.2 does not apply)

Outside (Horiz.) As = 0.620 in2/ft > 0.130 in2/ft OK (Article A12.11.4.3.2 does not apply)

Inside (Vert.) As = 0.744 in2/ft > 0.130 in2/ft OK (Article A12.11.4.3.2 does not apply)

Inside (Horiz.) As = 0.620 in2/ft > 0.130 in2/ft OK (Article A12.11.4.3.2 does not apply)

Distribution Reinforcement (Article A9.7.3.2)

·

·

Opening Length = 26.00 ft

100/(S^0.5) < 50%

100/(26^0.5) < 50%

19.6% < 50%

Bottom of Top Slab (Transverse) = 0.880 0.196 x Area of Primary Longitudinal Steel in Bottom of Top Slab

= 0.880 0.196 (1.90 in²/ft)

= 0.880 0.372 in2/ft OK

Top of Bottom Slab (Transverse) = 0.880 0.196 x Area of Primary Longitudinal Steel in Top of Bottom Slab

= 0.880 0.196 (1.90 in²/ft)

= 0.880 0.372 in2/ft OK

in2/ft (Requirement for both directions)

(2)(40.615 in + 17 in)(60 ksi)As >

(1.30)(40.615 in)(17 in)= 0.130

in2/ft >

Per 12.11.2.1, requirements for bottom distribution reinforcement in top slabs of such culverts shall be as specified in

Article 9.7.3.2 for mild steel reinforcement

For deck slabs, reinforcement shall be placed in the secondary direction in the bottom of slabs as a percentage of the primary reinforcement

for primary reinforcement running parallel to traffic for positive moment as follows:

in2/ft >

Top Slab

in2/ft >

in2/ft >

in2/ft >

Bottom Slab

in2/ft >

HDR Computation



Task: LAP LENGTH CALCULATIONS Sheet: 10 Of: 16

LAP SLICES IN TENSION: AASHTO LRFD A5.11.5.3.1

Class of lap splice from Table 5.11.5.3.1-1

As,provided/As,required = 1 (Conservative assumption)

Percent As spliced within required lap length = 100%

Therefore, tension lap splices are Class C.

The length of lap for tension lap splices shall not be less than either 12.0 in. or 1.7*Ld for a Class C splice.

Modification Factors which increase Ld: AASHTO LRFD A5.11.2.1.2

Top Horiz. Reinforcement Factor = 1.00

Lightweight Aggregate Factor = 1.00 (Not using lightweight aggregate)

All-Lightweight Concrete Factor = 1.00 (Not using lightweight concrete)

Sand-Lightweight Concrete Factor = 1.00 (Not using lightweight concrete)

Epoxy-Coated Factor = 1.50

Total Increasing Factor = 1.50

Modification Factors which decrease Ld: AASHTO LRFD A5.11.2.1.3

Spacing Factor = 1.00 (Some reinforcement spacing < 6.0")

As,required/As,provided Factor = 1.00 (Conservative assumption)

Spiral Factor = 1.00 (Reinforcement not enclosed in spirals)

Total Decreasing Factor = 1.00 (Multiplication of all decreasing factors)

Increasing Factor * Decreasing Factor =

(Assumes segments will not be cast with methods that result in 12" of

fresh concrete below horizontal reinf.)

(Muliplication of all increasing factors, but product of factors for top

reinforcement and epoxy coating shall not exceed 1.7)

(Epoxy-coated reinforcement)

1.50

HDR Computation




Tension Development Length: AASHTO LRFD A5.11.2.1.1

CLASS 'C' TENSION LAP SPLICE LENGTHS

1 2 3 4 5 6 7 8 9 10 11 12 13

BAR SIZEBAR AREA

(IN2)

DIAMETER

(IN)

fc

(ksi)

Ld

(in)

#3 0.11 0.375 5.00 13.50

#4 0.20 0.500 5.00 18.00

#5 0.31 0.625 5.00 22.50

#6 0.44 0.750 5.00 27.00

#7 0.60 0.875 5.00 31.50

#8 0.79 1.000 5.00 39.75

#9 1.00 1.128 5.00 50.31

#10 1.27 1.270 5.00 63.90

#11 1.56 1.410 5.00 78.49

#14 2.25 1.693 5.00 -

#18 4.00 2.257 5.00 -

LAP SLICES IN COMPRESSION: AASHTO LRFD A5.11.5.5.1

The length of lap, Lc, for compression lap splices shall not be less than 12.0" or the following:

For fy < 60.0 ksi, Lc = 0.5*m*fy*db (Eq. 5.11.5.5.1-1)

where, m = 1.00 (f'c > 3.0 ksi, no ties, no spirals)

134.0

Class 'B'

Tension Splice

= 1.3 * LD > 12" (in.)

18.0

24.0

30.0

36.0

41.0

52.0

66.0

84.0

103.0

Class 'C' Tension

Splice

= 1.7*LD > 12" (in)

23.0

31.0

39.0

46.0

Tension development length, Ld, shall not be less than the product of the basic tension development length, Ldb, and

the modification factors in A5.11.2.1.2 & A5.11.2.1.3.

60.0

12" requirement for tension development length in this section does not apply since Ld calculations are being used

for tension lap length calculations.

The basic tension development length, Ldb, in in. shall be taken as the following:

Ldb = 1.25*Ab*fy/(fc^0.5) but not less than 0.4*db*fy (for #11 bars and smaller)

fy

(ksi)

60.0

60.0

Ldb

(in)

9.00

12.00

15.00

60.0

60.0

60.0

18.00

42.60

60.0

60.0

54.0

68.0

86.0

109.0

21.00

26.50

33.54

52.32

-

60.0

Not Permitted (A5.11.5.2.1)

Not Permitted (A5.11.5.2.1)60.0 -

60.0

HDR Computation




COMPRESSION LAP SPLICE LENGTHS

BAR SIZE DIAMETER

(IN)

fy

(ksi)

Lc

(in)#3 0.375 60.0 12.0

#4 0.500 60.0 15.0

#5 0.625 60.0 18.8

#6 0.750 60.0 22.5

#7 0.875 60.0 26.3

#8 1.000 60.0 30.0

#9 1.128 60.0 33.8

#10 1.270 60.0 38.1

#11 1.410 60.0 42.3

#14 1.693 60.0 -

#18 2.257 60.0 -

FINAL LAP SPLICE LENGTHS

CLASS "C" FINAL LAP SPLICE LENGTHS

BAR SIZE Lap Length

(in)

#3 23.00 Note:

#4 31.00

#5 39.00

#6 46.00

#7 54.00

#8 68.00 (See AASHTO LRFD A5.11.5.5.1 & ACI 12.15.3 (2011))

#9 86.00

#10 109.00 Class "C" Splice Locations:

#11 134.00

#14 -

#18 -

CLASS "B" FINAL LAP SPLICE LENGTHS

BAR SIZELap Length

(in) Class "B" Splice Locations:

#3 18.00

#4 24.00

#5 30.00

#6 36.00

#7 41.00

#8 52.00

#9 66.00

#10 84.00

#11 103.00

#14 -

#18 -

-

-

Where bars of different sizes are lap spliced, the lap

length is taken as the larger of the following:

Lap length of the smaller bar in the splice.

Development length of the larger bar.

Use Class "C" Splices for reinforcement in the walls since lap splices

occur in regions where there is significant moment (As,prov/As,req is

approx. 1.0), and 100% of bars are spliced within the lap length.

Use Class "B" lap splices for reinforcement in the top and bottom slabs.

Reinforcement for –Moment is lapped in the +M region (after the

inflection point), and therefore, As,req is essentially zero throughout the

lap region, which leaves As,prov/As,req > 2. Finally, 100% of bars are

lapped within the lap length.Tension

Tension

Tension

Tension

Tension

Controlling

Condition

Tension

Tension

Tension

Tension

Lap slices for each bar size shall conservatively be the larger of the tension lap splice length and compression lap

splice length.

Controlling

Condition

Tension

Tension

Tension

-

-

Tension

Tension

Tension

Tension

Tension

Tension

HDR Computation



Task: BXLRFD RATING SUMMARY Sheet: 13 Of: 16

ANALYSIS RATING SUMMARY: 26' x 8' x 0.417'

BXLRFD Command File: C-STR_P3-26.000x8.000x0.417.dat

BXLRFD Output File: C-STR_P3-26.000x8.000x0.417.OUT

Dist/ IR IR Dist/ OR OR

Span Rating Rating Span Rating Rating

Member No. Dist Ratio Factor Tonnage Dist Ratio Factor Tonnage

(ft) STR-I (ton) (ft) STR-IA (ton)

Top Slab 1 2.83 0.11 1.13 V 2.83 0.11 1.80 V

Bot Slab 1 2.75 0.11 1.16 V 2.75 0.11 1.84 V

Wall 1 7.00 0.88 2.28 F 7.00 0.88 3.63 F

Wall 2 7.00 0.88 2.28 F 7.00 0.88 3.63 F




(ft) (ton) (ft) STR-II (ton)

Top Slab 1 2.83 0.11 1.20 V 122.66

Bot Slab 1 2.75 0.11 1.26 V 129.01

Wall 1 7.00 0.88 2.48 F 252.84

Wall 2 7.00 0.88 2.48 F 252.84




(ft) STR-I (ton) (ft) STR-II (ton)

Top Slab 1 23.17 0.89 1.19 V 43.69 23.17 0.89 1.55 V 56.64

Bot Slab 1 2.75 0.11 1.24 V 45.4 2.75 0.11 1.61 V 58.86

Wall 1 7.00 0.88 2.64 F 96.84 7.00 0.88 3.43 F 125.53

Wall 2 7.00 0.88 2.64 F 96.84 7.00 0.88 3.43 F 125.53

F or V reported after the Rating Factor indicates whether the Rating is for Flexure (F) or Shear (V).

Loading: PHL-93

RATING RESULTS WITH FUTURE WEARING SURFACE

Loading: P-82

Loading: ML-80

HDR Computation








Top Slab 1 2.83 0.11 1.46 V 52.39 2.83 0.11 1.89 V 67.92

Bot Slab 1 23.25 0.89 1.50 V 53.9 23.25 0.89 1.94 V 69.87

Wall 1 1.60 0.20 3.34 F 120.2 1.60 0.20 4.33 F 155.81

Wall 2 1.60 0.20 3.34 F 120.2 1.60 0.20 4.33 F 155.81





Top Slab 1 2.83 0.11 1.84 V 36.82 2.83 0.11 2.39 V 47.73

Bot Slab 1 2.75 0.11 2.13 V 42.67 2.75 0.11 2.77 V 55.31

Wall 1 7.00 0.88 4.76 F 95.25 7.00 0.88 6.17 F 123.47

Wall 2 7.00 0.88 4.76 F 95.25 7.00 0.88 6.17 F 123.47





Top Slab 1 23.17 0.89 1.28 V Feb-00 23.17 0.89 1.65 V 66.17

Bot Slab 1 2.75 0.11 1.30 V 51.8 2.75 0.11 1.68 V 67.15

Wall 1 1.00 0.12 2.78 F Apr-00 1.00 0.12 3.61 F 144.30

Wall 2 1.00 0.12 2.78 F 111.32 1.00 0.12 3.61 F 144.30

Minimum Inventory Rating Minimum Operating Rating

Loading Factor Tonnage Location Dist Factor Tonnage Location Dist

(tons) (ft) (tons) (ft)

PHL-93 1.13 V Top Slab 1 2.83 1.80 V Top Slab 1 2.83

P-82 1.20 V 122.66 Top Slab 1 2.83

ML-80 1.19 V 43.69 Top Slab 1 23.17 1.55 V 56.64 Top Slab 1 23.17

HS20 1.46 V 52.39 Top Slab 1 2.83 1.89 V 67.92 Top Slab 1 2.83

H20 1.84 V 36.82 Top Slab 1 2.83 2.39 V 47.73 Top Slab 1 2.83

TK527 1.28 V 51.05 Top Slab 1 23.17 1.65 V 66.17 Top Slab 1 23.17

F or V reported after the Rating Factor indicates whether the Rating is for Flexure (F) or Shear (V).

+ R A T I N G S U M M A R Y +

Loading: HS20

Loading: H20

Loading: TK527

HDR Computation




Minimum Maximum Temp/ Crack Overall

Primary Primary Shrink Control Service

Location Spacing Spacing Spacing Spacing Check

Top Slab No. 1 OK OK OK OK OK

Bottom Slab No. 1 OK OK OK OK OK

Wall No. 1 OK OK OK OK OK

Wall No. 2 OK OK OK OK OK

SERVICEABILITY SPACING SUMMARY

SERVICE RESULTS

STR C Calc FlagSheet Bridge TSL R00 20150311

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