CO_ER_CR43(1)_Plans_RFP.pdf

Sheet and Description

B5

Tabulation of

Quantities Allowance Bid

Schedule

A0100 15101-0000 MOBILIZATION LPSM ALL

A0150 15206-0000 SLOPE, REFERENCE, AND

CLEARING AND GRUBBING STAKE STA 106.450

A0200 15216-2000 SURVEY AND STAKING, GRADE

FINISHING STAKES STA 106.450

A0250 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0300 15401-0000 CONTRACTOR TESTING LPSM ALL

A0350 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0400 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 20,000

A0450 15705-1500 SOIL EROSION CONTROL,

SEDIMENT WATTLE LNFT 10,000

A0500 20101-0000 CLEARING AND GRUBBING ACRE 20.4

A0550 20401-0000 ROADWAY EXCAVATION CUYD 116,106 5,894 122,000

A0600 25101-0000 PLACED RIPRAP (PRODUCTION

ONLY) CUYD 36,825 1,875 38,700

A0650 25101-0000 PLACED RIPRAP (GROUTED) CUYD 15,010 740 15,750

A0700 25210-0000 ROCKERY SQYD 2,000

A0750 26001-0000 ROCK BOLT LNFT 1,000

A0800 30103-0000 AGGREGATE BASE (PRODUCTION

ONLY) CUYD 29,347 1,453 30,800

A0850 30103-0000 AGGREGATE BASE (PLACEMENT) CUYD 6,084 316 6,400

A0900 30306-2000 PULVERIZING, 4-INCH DEPTH SQYD 5,842 258 6,100

A0950 30606-0000 MAGNESIUM CHLORIDE TON 500

A1000 41103-0000 PRIME COAT SQYD 29,489 1,476 30,965

A1050 60201-0800 24-INCH PIPE CULVERT LNFT 5,770

A1100 60201-0900 30-INCH PIPE CULVERT LNFT 1,180

A1150 60201-1000 36-INCH PIPE CULVERT LNFT 360

A1200 60210-0800 END SECTION FOR 24-INCH PIPE

CULVERT EACH 80

A1250 60210-0900 END SECTION FOR 30-INCH PIPE

CULVERT EACH 19

A1300 60210-1000 END SECTION FOR 36-INCH PIPE

CULVERT EACH 6

A1350 60404-1000 CATCH BASIN, TYPE 1 EACH 20

A1400 60409-0100 INLET TOP, METAL FRAME AND

GRATE TYPE A EACH 20

A1450 62201-0250 DUMP TRUCK, 10 CUBIC YARD

MINIMUM CAPACITY HOUR 250

SUMMARY OF QUANTITIES - Schedule A

-J ul

-2

4:

P

M N

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O \e rf o4

3( 1)

\R oa dw ay

\C A D

D _S he et s\ B -S um m

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A C

S _S he et sB 1-

B 4.

xl sm

]S he e t

MileStone: 100% PS&E Date Completed: 07/21/14 Report Date: 07/21/14

A M E N D

Line Item No.

Pay Item Number

Remarks and/or Determination of Estimated

Quantity Pay Item Description Unit

Estimated Quantities

REG STATE PROJECT

ER 43(1)

Larimer County CR43

B1CO

NO.

SHEET

IMR B5

SHEETS

TOTAL

Tabulation of

Quantities Allowance Bid

Schedule

A1500 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 250

A1550 62201-1000 WHEEL LOADER, 4 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 250

A1600 62201-1450 BULLDOZER, 350HP MINIMUM

FLYWHEEL POWER HOUR 250

A1650 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 250

A1700 62201-3000 HYDRAULIC EXCAVATOR HOUR 250

A1750 62301-0000 GENERAL LABOR HOUR 300

A1800 62302-0100 SPECIAL LABOR, SLOPE SCALING HOUR 300

A1850 62302-1000 SPECIAL LABOR, HIRED

TECHNICAL SERVICES HOUR 500

A1900 62302-1100 SPECIAL LABOR, HIRED SURVEY

SERVICES HOUR 250

A1950 63501-1000 TEMPORARY TRAFFIC CONTROL,

TRAFFIC AND SAFETY SUPERVISOR LPSM ALL

A2000 63502-0700 TEMPORARY TRAFFIC CONTROL,

CONE EACH 750

A2050 63502-1300 TEMPORARY TRAFFIC CONTROL,

DRUM EACH 100

A2100 63502-2000 TEMPORARY TRAFFIC CONTROL,

PORTABLE CHANGEABLE MESSAGE

SIGN EACH 8

A2150 63502-3100 TEMPORARY TRAFFIC CONTROL,

TRAFFIC SIGNAL SYSTEM EACH 2

A2200 63503-0300 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 LNFT 200

A2250 63503-0400 TEMPORARY TRAFFIC CONTROL,

CONCRETE BARRIER LNFT 1,000

A2300 63503-0500 TEMPORARY TRAFFIC CONTROL,

MOVING CONCRETE BARRIER LNFT 3,000

A2350 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 1,000

A2400 63506-0500 TEMPORARY TRAFFIC CONTROL,

FLAGGER HOUR 10,000

A2450 63506-0600 TEMPORARY TRAFFIC CONTROL,

PILOT CAR HOUR 7,000

-J ul -2

4:

P M

MileStone: 100% PS&E Date Completed: 07/21/14 Report Date: 07/21/14

N

C O

\e rf o4 3(

1) \R oa dw ay \C

A D

D _S he et s\ B -S um m

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B 4.

xl sm

]S he et

2) SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

REG STATE PROJECT

ER 43(1)

Larimer County CR43

B2CO

NO.

SHEET

IMR B5

Tabulation of

Quantities Allowance Bid

Schedule

X0100 62302-1000 SPECIAL LABOR, HIRED

TECHNICAL SERVICES HOUR 200

-J ul -2

4:

P M

MileStone: 100% PS&E Date Completed: 07/21/14 Report Date: 07/21/14

N

C O

\e rf o4 3(

1) \R oa dw ay \C

A D

D _S he et s\ B -S um m

C

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A C

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B 4.

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]S he et

3) SUMMARY OF QUANTITIES - Option X

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

REG STATE PROJECT

ER 43(1)

Larimer County CR43

B3CO

NO.

SHEET

IMR B5

Tabulation of

Quantities Allowance Bid

Schedule

Y0100 15101-0000 MOBILIZATION LPSM ALL

Y0150 15215-2000 SURVEY AND STAKING, BRIDGE EACH 13

Y0200 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

Y0250 15401-0000 CONTRACTOR TESTING LPSM ALL

Y0300 20301-1900 REMOVAL OF PIPE CULVERT EACH 13

Y0350 20435-2500 BACKFILL, PERMEABLE CUYD 8,450

Y0400 20801-0000 STRUCTURE EXCAVATION CUYD 5,330

Y0450 25101-0000 PLACED RIPRAP (CLASS 8

GROUTED) CUYD 5,850

Y0500 25904-0000 GEOSYNTHETIC REINFORCEMENT SQYD 43,056

Y0550 55302-0500 PRECAST, PRESTRESSED CONCRETE

SLABS, 48" VOIDED LNFT 5,005

Y0600 55601-0900 BRIDGE RAILING, STEEL LNFT 1,430

Y0650 55901-1000 MEMBRANE WATERPROOFING, TYPE 1 SQYD 2,224

Y0700 61701-1350 GUARDRAIL SYSTEM G4, TYPE 2,

CLASS B STEEL POSTS LNFT 1,690

Y0750 61702-0800 TERMINAL SECTION TYPE TANGENT EACH 52

Y0800 61707-0000 STRUCTURE TRANSITION RAILING LNFT 975

Y0850 62006-0000 CONCRETE MASONRY UNITS SQYD 585

-J ul -2

4:

P M

MileStone: 100% PS&E Date Completed: 07/21/14 Report Date: 07/21/14

N

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B 4.

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]S he et

4) SUMMARY OF QUANTITIES - Option Y

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

REG STATE PROJECT

ER 43(1)

Larimer County CR43

B4CO

NO.

SHEET

IMR B5

25101-0000 25101-0000 for info only

CUYD CUYD CUYD

1109+80. ‐ 1191+25. 10640 10640 1596 Assume grout 15% by volume

1269+00. - 1294+00. 4370 4370 656 Assume grout 15% by volume

21815

36825 15010 2252TOTALS

SCHEDULE A PLACED RIPRAP SUMMARY

PLACED

RIPRAP

(PRODUCTION

ONLY)

PLACED

RIPRAP

(GROUTED)

grout

Station to Station

Item Number ‐>

NOTES

Project Wide

Pay Item 20401-0000 For info only For info only

BCY BCY CUYD BCY CCY CCY CCY CUYD

1109+80 - 1191+25 86,391 0 86,391 240 45,328 0 490 1269+00 - 1294+00 29,715 0 29,715 0 6,582 0 0

-30,000

29,347

36,825

11,050

116,106 0 116,106 240 21,910 0 77,712 39,403

NOTE:

1.

2.

3.

4.

5.

6.

Roadway Prism

Class 2 riprap filter (subsidiary)

Placed Riprap (production only)

Approach Roads

Aggregate Base (production only)

Various Backfill Material

Generated Onsite

(see note 2)

Emergency Access Embankment (6)

Roadway Prism

Earthwork quantities are based on contour data obtained prior to Emergency Access repairs. Embankment quantity adjusted to approximately account for embankment placed during Emergency Access repair work.

Unavailable material includes pavement removal in cuts. Assumed 4 inch depth in undamaged areas, 0 inch depth in damaged areas.

Various backfill material generated onsite includes pavement removal under fill, aggregate base (production), placed riprap (production) and class 2 riprap filter (subsidiary). Additional uses for material generated onsite are anticipated (potentially rockery rocks, rock backdrain and GRS backfill).

The quantities shown herein are approximations. Payment will be made for the actual quantities of work performed.

BCY = Bank cubic yard - one cubic yard of material as it lies in the natural state.

CCY = Compacted cubic yard - one cubic yard of material after it has been compacted to specification density.

TOTALS

SCHEDULE A GRADING SUMMARY

Additional Excavation

Embankment For info only

Station to Station

ROADWAY

EXCAVATION

Waste or Unclassified borrow quantity calculated using volumes adjusted for an estimated 1.2 swell.

Roadway Excavation

Unavailable

Material (see note 1)

Waste (see note 3)

Approach Roads

30103-0000 30103-0000 30306-2000 30606-0000 41103-0000

AGGREGATE

BASE

(PRODUCTION

ONLY)

AGGREGATE

BASE

(PLACEMENT)

PULVERIZING,

4 INCH DEPTH

MAGNESIUM

CHLORIDE PRIME COAT

CUYD CUYD SQYD TON SQYD

1109+80 - 1191+25. 4640 4640 5842 22521 1269+00. - 1294+00. 1445 1445 0 6968

23263 500

29,347 6,084 5,842 500 29,489

Aggregate base . . . . 139 lb/ft3

Magnesium chloride . . . . 0.20 gal/sqyd, 8.3 lb/gal

Values used for estimating purposes:

TOTALS

SCHEDULE A SURFACING SUMMARY

Item Number

Station to Station

Project Wide for info only for info only for info only for info only for info only for info only for info only for info only

AGGREGATE

BASE

(PLACEMENT)

PULVERIZING,

4 INCH DEPTH

MAGNESIUM

CHLORIDE

SUPERPAVE PAVEMENT,

1-INCH NOMINAL

MAXIMUM SIZE

AGGREGATE, EQUAL OR

>30 MILLION ESAL

ANTISTRIP

ADDITIVE, TYPE 3

FOG SEAL, EMULSIFIED

ASPHALT GRADE CSS-1

OR CSS-1H, SS-1 OR

SS-1H

PRIME COAT TACK COAT

CUYD SQYD TON TON TON TON SQYD TON

1000+50 - 1109+80. 6272 25471 9946.9 99.5 19.6 45670 19.6 1109+80 - 1191+25. 7467.8 74.7 14.7 34287 14.7

1191+25. - 1269+00. 4510 13916 7024.8 70.2 13.8 32253 13.8 1269+00. - 1294+00. 2365.4 23.7 4.7 10860 4.7 1294+00. - 1500+20. 12480 54853 19819.1 198.2 39.1 90997 39.1

23,263 94,240 1,500 46624.0 466.3 91.9 214067 91.9

Aggregate base . . . . 139 lb/ft3 Hot asphalt concrete pavement . . . . 145.2 lb/ft3

Antistrip . . . . 1 % of weight of mix

Fog seal . . . . 0.1 gal/yd2 (240.7 gal/ton) Prime coat . . . . 0.33 gal/yd2 (251 gal/ton) Tack coat . . . . 0.1 gal/yd2 (233 gal/ton)

Magnesium Chloride . . . . 0.2 gal/yd2 (8.3 lb/gal)

Values used for estimating purposes:

TOTALS

FOR INFORMATION ONLY: ANTICIPATED PROJECT SURFACING SUMMARY

Item Number

Station to Station

Project wide

1/

N

C O \e r f o (1

B r id g e \t s l.

d g n

G E

O M

E T

R I C

S

TYPICAL ROADWAY SECTION

SUPER ROTATED ABOUT

H Y

D R

A U

L I C

S

SLOPE PROTECTION TYPE:

TOP EL.:

CLASS:

BOTTOM EL.:

DEPTH:

SLOPE:

S C

O U

R

SCOUR

REMARKS

RECEIVED

RECEIVED

HYDRAULICS REPORT NO.

GEOTECHNICAL REPORT NO.

D E S I G

N D

A T

A

TYPICAL BRIDGE SECTION

OVERLOADLIVE LOAD SPECIAL LOADS

SUPERSTRUCTURE

CONCRETE F'C

EPOXY REINFORCEMENT

RAIL

SIDEWALKS

REMARKS

DRAINS

TRANSITION

UTILITIES

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION, DENVER, COLORADO

PRELIMINARY LAYOUT

STREAM NAMEBRIDGE NAME

ROUTE NAME AND NUMBER

FOREST/PARK/OTHERCOUNTYSTATE

ACCOUNT NO.

PREPARED BY

SCALE: DATE:

ESTIMATED STRUCTURE COST

RG NO.

PLAN

ELEVATION

ABUT. 1 ABUT. 2

ground @ C Rdwy.

Approximate existing

L

Profile grade

C Rdwy.L Begin Bridge

End Bridge

Gutterline (typ.)

1'

Shldr.

Traveled wayTraveled way

Shldr.

C Rdwy.L

HL-93 None None

Superstructure only

None None

CO

1" = 20'-0"

6,800

6,795

6,790

6,785

L@ C Rdwy.

30°

(ty p.)

Q Vm WS EL.

REMARKS

6,780

Riprap 8 5'-0"

6782.5

GRS Abutment

1'-9" deep x 4'-0" wide precast, prestressed concrete voided slabs

6792.5

C Rdwy.L

28'-0"

14'-0"

Hot asphalt pavement 1

14'-0"

W Beam Transition Bridge Railing TL-2 Steel Beam (side mounted)

W-Beam backed with

Structure Transition Railing (TL-2) Steel Beam (TL-2) (typ.)

W-Beam backed with

(typ. all four corners)

Structure Transition Railing

F lo w

Length of Bridge = 40'-0" to 65'-0"

Grade Varies

Varies

Multiple Crossings

Larimer NA

R. Wehner

Note: Elevations shown are meant to show relative dimensions.

A

A

Varies

1:4 (H:V)

County Rd. 43

CO ER CR 43(1)

6'-0"

1'-9"

18'-7"

Begin Bridge

Top of GRS Wall El. 6793.6

"4 11'-3

2'-9"

Seat

Beam

El. 6784.0

El. 6782.5

R ip r a p H e ig h t

Riprap

Toe of

5'-0

5'-2"

SECTION A-A

'-9

1'

N. Fork of the Big Thompson River & West Creek

Reinforced Soil Foundation for GRS Wall (typ.)

CMU block

Four courses of

Riprap Berm El. 6792.5 are estimated to be between 6' and 12'.

footing. Height varies at each crossing and top of the GRS wall to the top of the RSF

Note: Wall heights are measured from the

E n d B r id g e C

L R d w y

E l.

.8

B e g in B r id g e C

L R d w y

'-0 b as e of ri pr ap

M in . c ha nn el w id th

G R

S W a ll H e ig h t

Class 8 (typ.)

Grouted Riprap

Placed Riprap (Class 8 Grouted) (typ.)

Bott. RSF El. 6782.5

Reinforced Soil Foundation (RSF) (typ.)

TOTAL

SHEETS

SHEET

NO.

S1 S3

PROJECT

CO ER 43(1)

STATEREGION

CO

COVER SHEET

REINFORCING STEEL

block block block

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

INDEX TO SHEETS

R

E N

O R

A I

N

N

ST F

R

I

D

D E P A

T

NTOFT A SP

T T

O

U

TE

ATESO

AM

E R

IC

A

M

DESIGN DRAWINGS

CMU BLOCK

GEOSYNTHETIC REINFORCEMENT TENSILE PROPERTIES

POLYSTYRENE FOAM BOARD

Provide polystyrene foam board conforming to AASHTO M230, type VI.

DESIGN

GRS-IBS

Provide reinforcing steel conforming to ASTM A615, GR. 60.

at the face of the blocks if they are at locations subject to de-icing chemicals.

specification (ASTM C1372). Additives can be used to reduce efflorescence to assess the durability of the CMU and ensure it follows the standard

In colder climates, freeze-thaw test (ASTM C1262-10) should be concluded

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

NONE R. WEHNER

NO. DATE BY REVISIONS

BRIDGE DRAWING

1 of 2 JULY 2014

DATE

DRAWING NO.

S2

STATE PROJECT

NUMBER

SHEET

FHWA GRS-IBS

D A

T E

P

A T

H

GRS-IBS

max

" 8 5" b = 78

5" L = 158 5H = 7

Water absorption limit = 5 %

Compresive strength = 4,000 psi minimum

CONSTRUCTION

NOT FOR

PRELIMINARY

1.

Tensile strength at 2% strain = 1,370 lb/ft

Required ultimate tensile strength = 4,800 lb/ft by (ASTM D 4595 (geotextiles)

CONSTRUCTION SPECIFICATIONS

B. GRS-IBS ABUTMENT DETAILS

A. COVER SHEET AND NOTES

Set back distance between back of facing element and beam seat d = a = b =

B = e bb total dmax=

GRS =

CMU =

B =b

D =

B =

RSF

RSF

b =r

Clear space from top of wall to bottom of superstructure.

Total width at base of GRS abutment

Base length of reinforcement not including

Geosynthetic Reinforced Soil

Width of RSF

Length of bearing bed reinforcement

Concrete masonry unit

Width of the bridge

Width of CMUb =block

B =

Maximum partical diameter in reinforced backfill including the wall facing

Bearing width for bridge, beam seat the wall face

Depth of RSF below bottom of wall elevation

Length of RSF in front of the abutment wall face

Wall height measured from top of RSF to top h =rb

L =

L =ww

IBS =

H = block block

X =

RSF

Height of road base (equals height of

Wingwall length.

Integrated Bridge System

Height of CMU

Length of CMU

RSF =

super structure and pavement thickness)

Reinforced soil foundation

Length of geosynthetic reinforcement abutL = Abutment width

L = of beam seat

H =

ABREVIATIONS:

base cover over the geosynthetic to protect it from hot mix asphalt.

2-inches below the top of the superstructure to allow at least 2-inches of aggregate reinforcement < 6-inches). The top of the final wrap should be approximately built in maximum lift heights of 6-inches (maximum vertical spacing of geotextile reinforcement layers are placed along the back of the superstructure, Integrated Approach Placement: Following the placement of the superstructure, without dragging across the beam seat surface.

to provide additional protection of the beam seat. Set beams square and level reinforcement can be placed between the beam seat and the concrete or steel beams checked by the Engineer of Record. An additional layout of geosynthetic loads could be supported with increasing distance from the abutment face if pads are sized for less than 4,000 psf near the face of the abutment wall. Greater superstructure can be positioned on the GRS abutment provided the outrigger

Superstructure Placement: The crane used for the placement of the

9.

8.

superstructure and to maximize contact with the bearing area.

of the beam seat slightly high, to about 0.5 inches, to aid in seating the

Before folding the final wrap, it may be necessary to grade the surface aggregate top of the foam board. Wrap two approximately 4-inch lifts across the beam seat.

height (depending on wall height and required clear space) solid CMU blocks on reinforcement butt against the back face of the CMU block. Set half-height or full face GRS. Place precut 4-inch thick foam board on the top of the bearing bed approximately 8 to 12 inches and consists of a minimum of two 4-inch lifts of wrapped-

Beam Seat Placement: Generally, the thickness of the beam seat is greater than 0.25 inches.

least every other layer of the GRS abutment. Correct any alignment deviations

GRS Wall Face Alignment: Check for level alignment of the CMU block row at abutment.

encapsulation, as this will serve as the leveling pad for the CMU blocks of the GRS than 6-inches in compacted height. Grade and level the top of the RSF prior to final corners need to be tight without exposed soil. Compact backfill material in lifts less on all sides with minimum overlaps of 3.0 feet to prevent water infiltration. Wrapped

RSF Construction: The RSF should be encapsulated in geotextile reinforcement sudden braking or sharp turning.

equipment over the geosynthetic at speeds less than 5 miles per hour with no

Place a minimum 6-inch layer of granular fill prior to operating only rubber-tired bearing reinforcement zone. No equipment is allowed directly on the geosynthetic.

Splices should be staggered at least 24-inches apart and splices are not allowed in the any wrinkles and lay flat prior to placing and compacting the backfill material.

Geosynthetic Reinforcement Placement: Pull the geosynthetic taught to remove

CMU blocks, covering > 85% of the full width of the block to the front face of the wall.

within 3-feet of the wall face. Reinforcement extends directly beneath each layer of according to AASHTO-T-99. Only hand-operated compaction equipment is allowed the bearing reinforcement zone, compact to 100 percent of the maximum dry density density according to AASHTO-T-99 and ± 2 percent optimum moisture content In

Compaction: Compact backfill to a minimum of 95 percent of the maximum dry for all excavations.

Excavation: Comply with Occupational Safety and Health Administration (OSHA) wingwalls to within ±0.5 inches of the surveyed stake dimensions.

1.0 inch of the staked elevations. Construct the external GRS abutment and

Site Layout/Survey: Construct the base of the GRS abutment and wingwalls within

7.

6.

5.

4.

3.

2.

1.

Guide, FHWA-HRT-11-026, January 2011.

Geosynthetic Reinforced Soil Integrated Bridge System Interim Implementation

DESIGN SPECIFICATIONS

d ≥ 0.5-inches

"Assumed" Soil Conditions: PERMEABLE BACKFILL (aggregate backfill)

15% after five cycles as determined by AASHTO T104.

sulfate loss of less than 30% after four cycles or a sodium value less than shale or other poor durability particles. The material shall have a magnesium

6 as determined by AASHTO T90. The backfill shall be substantially free of

Section 703.04 of FP-03. Plasticity Index (PI) shall be less than or equal to granular stone meeting the grading requirements of permeable backfill per

Aggregate backfill for GRS abutments shall be open graded, clean, crushed

B. KLAMERUS

cement here

Flush

CMU with rebar

Concrete filled reinforcement

Bearing bed reinforcement layers

Primary geosynthetic br reinforcement tail, typ.

Wrap 4-foot geosynthetic reinforcement layers

Intermediate zone approach Integrated zone Beam seat

LEGEND:

FOOTNOTE:

Pavement

Riprap

NOTE:

SECTION A-A

R S F

Solid CMU

Foam board

#4 rebar

0.7H

RSF

RSF

R

S F

D

X

B with wrapped geotextile

Road base aggregate backfill material

Reinforced reinforcement

Geosynthetic

1V

1H limits

Excavation totalB

B b r

See Detail this Sheet

Roadway surface Road base aggregate

3'-0" rb h bab d block b e superstructure

Bridge elevation

Scour

H

D e s ig n G

R S h e ig h t

DETAILS

(Beam seat and integrated approach Detail)

DETAIL

Concrete filled concrete masonry unit (CMU)

Horizontal Scale: NTS

" = 1'-0"16 3Vertical Scale:

Horizontal Scale: NTS

" = 1'-0"8 3Vertical Scale:

zone Bearing bed

GRS

CONSTRUCTION

NOT FOR

PRELIMINARY

wrapped face

GRS wall

Riprap

Solid concrete masonry unit (CMU) bridge girders slope to drain.

Strike CMU concrete fill flush with top of CMU's under corner CMU's and fill with concrete.

Insert #4 rebars in to the top 4 rows of CMU's and

2.

1.

with a conventional 4-foot tail.

The first beam seat reinforcement layer length is a maximum of 6-feet

Insure that high quality fill is placed in this area.

Extend integration zone layers past cut slope.

applications.

block and a special foam board thickness may be required in some

Full height block is typical in front of bearing seat but a half height integrated approach is a maximum of 12-inches.

Primary wrap reinforcement vertical spacing for the reinforcement.

Minimum of 5 layers of bearing bed

Vertical wall face batter = 0°.

Wrap 2 foot min.

geosynthetic tail (typ.)

GRS-IBS TYPICAL

Permeable granular backfill (aggregate backfill)

Permeable backfill (aggregate backfill)

B. KLAMERUS

WESTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

NO. DATE BY REVISIONS DESIGNED BY DRAWN BY CHECKED BY SCALE PROJECT TEAM LEADER

NONE R. WEHNER

NO. DATE BY REVISIONS

BRIDGE DRAWING

2 of 2 JULY 2014

DATE

DRAWING NO.

S3

STATE PROJECT

NUMBER

SHEET

FHWA GRS-IBS

D A

T E

P

A T

H