20220708 Ver 1_USACE Permit 2022-01185_NWP13_20220706

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 2022-01185 County: Buncombe
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Permittee: Beatriz Campos & Yeleiry Hernandez-Deaz
Address: 122 Bridges Family Drive
Asheville, NC 28806
Telephone Number: 828-772-1890
Location description: The site is located at 122 Bridges Family Drive, in Asheville, NC. Coordinates are: 35.627338 -
82.658281
Description of projects area and activity: This permit authorizes installation of rip rap for bank stabilization at a
proposed bridge access/crossing. Impacts authorized total 50 linear feet of Dix Creek.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number or Nationwide Permit Number: NWP #13
SEE ATTACHED RGP or NWP GENERAL, REGIONAL AND SPECIAL CONDITIONS
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions, above noted special conditions, and your submitted application and attached information dated
May 23, 2022. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order, a Class I administrative penalty, and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide/regional authorization is
modified, suspended or revoked. If, prior to the expiration date identified below, the nationwide/regional permit authorization
is reissued and/or modified, this verification will remain valid until the expiration date identified below, provided it complies
with all requirements of the modified nationwide/regional permit. If the nationwide/regional permit authorization expires or is
suspended, revoked, or is modified, such that the activity would no longer comply with the terms and conditions of the
nationwide/regional permit, activities which have commenced (i.e., are under construction) or are under contract to commence
in reliance upon the nationwide/regional permit, will remain authorized provided the activity is completed within twelve months
of the date of the nationwide/regional permit's expiration, modification or revocation, unless discretionary authority has been
exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification.
You should contact the NC Division of Water Resources (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act
(CAMA), prior to beginning work you must contact the N.C. Division of Coastal Management.
This Depaitiuent of the Army verification does not relieve the permittee of the responsibility to obtain any other required
Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Amanda Jones at 828-271-7980, ext. 4225 or [e-mail].
Corps Regulatory Official:
Expiration Date of Verification: March 14, 2026
CF: Wade Trim, Attn: Derek Butler (via email)
Date: July 6, 2022

Action ID Number: 2022-01185 County: Buncombe
Permittee: Beatriz Campos & Yeleiry Hernandez-Deaz
Project Name: Bank Stabilization / NWP #13
Date Verification Issued: July 6, 2022
Project Manager: Amanda Jones
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Attn.: Amanda Jones
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. Failure to comply with any terms or conditions of this authorization may
result in the Corps suspending, modifying or revoking the authorization and/or issuing a Class I
administrative penalty, or initiating other appropriate legal action.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee Date
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure
we continue to do so, please complete our Customer Satisfaction Survey, located online at
https://regulatory.ops.usace.army.mil/customer-service-survey/

PLOTTED 3/23/2022
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CAMPOS STREAM CROSSING
120 BRIDGES FAMILY ROAD
BUNCOMBE COUNTY, NORTH CAROLINA
PROJECT DATA BLOCK
PROJECT NAME:
PERMIT NUMBER:
PROJECT LOCATION
CIVIL ENGINEER
HERNANDEZ STREAM CROSSING
NOT ASSIGNED YET
ASHEVILLE, BUNCOMBE COUNTY
NORTH CAROLINA
WADE TRIM, INC.
CHARLES JOHN CHRISTY
53 NORTH MARKET STREET SUITE 200
ASHEVILLE, NC 28801
LANDSCAPE ARCHITECT WADE TRIM, INC.
R. DANIEL HYATT
53 NORTH MARKET STREET SUITE 200
ASHEVILLE, NC 28801
PID'S & PROPERTY 971033138 2.23 AC
SIZE
SOILS TYPE FRENCH LOAM
FLOOD ZONES X
RIVER BASIN
DISTURBED AREA
FRENCH BROAD
0.30 ACRES
DESIGN PROFESSIONAL
LANDSCAPE ARCHITECT
R. DANIEL HYATT
53 N. MARKET STREET, SUITE 200
ASHEVILLE, NC 28801
828.255.1 197
RHYATT®WADETRIM.COM
LICENCE NUMBER 1405
PROJECT LOCATION
BUNCOMBE COUNTY,
NORTH CAROLINA
KEY MAP
NOT TO SCALE
SHEET INDEX
SHEET NUMBER
SHEET TITLE
CO.0
COVER
C1.0
LAYOUT, GRADING, AND ARMORMENT
C1.1
PROFILES AND BYPASS DETAIL
C1.2
CROSSING DETAILS 1 OF 2
C1.3
CROSSING DETAILS 2 OF 2
JOB NO.
BTZ2001 -01.4
SHEET
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ita\ WADE
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PREPARED UNDER THE SUPERVISION OF:
STREAM CROSSING

BY BUTLER, DEREK
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PROJECT
PROJECT NAME:
PERMIT NUMBER:
PROJECT LOCATION
CIVIL ENGINEER
LANDSCAPE ARCHITECT
PID'S & PROPERTY
SIZE
SOILS TYPE
FLOOD ZONES
RIVER BASIN
DISTURBED AREA
NOTES
DATA BLOCK
HERNANDEZ STREAM CROSSING
NOT ASSIGNED YET
ASHEVILLE, BUNCOMBE COUNTY
NORTH CAROLINA
WADE TRIM, INC.
CHARLES JOHN CHRISTY
53 NORTH MARKET STREET SUITE 200
ASHEVILLE, NC 28801
WADE TRIM, INC.
R. DANIEL HYATT
53 NORTH MARKET STREET SUITE 200
ASHEVILLE, NC 28801
971033138 2.23 AC
FRENCH LOAM
X
FRENCH BROAD
0.30 ACRES
1. ALL WORK IN THE STREAM BED MUST BE PREFORMED IN THE DRY.
Know what's below.
Call before you dig.
CLAUDIA NELSON
DB. 5954, PG. 507
PB. 212, PG. 84
ELLEN & HUIE HENSLEY
DB. 1117, PG. 322
SCALE IN FEET
CLAUDIA NELSON
DB. 5954, PG. 507
PB. 212, PG. 84
CONSPAN 0116
PRECAST
STRUCTURE
7
FLOOD EVENT CHANNEL
PROPERTY LINE
CLAUDIA NELSON
DB. 5954, PG. 507
PB. 212, PG. 84
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PROPOSED RIP -RAP BANK ARMOR
CROSS SECTION 3 SEE
PROFILE ON SHEET C1.1
CROSS SECTION 2 SEE
PROFILE ON SHEET C1.1
CROSS SECTION 1
SEE PROFILE ON
SHEET C1.1
INV' 207
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DESCRIPTION
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ISSUED FOR: DATE: BY:
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EXISTING SURFACE
PROPOSED SURFACE
STREAM CROSS SECTION 1
SCALE: 1 "=20'
PROPOSED SURFACE
EXISTING SURFACE
STREAM CROSS SECTION 2
SCALE: 1 "=20'
PROPOSED SURFACE
EXISTING SURFACE
STREAM CROSS SECTION 3
SCALE: 1 "=20'
IMPERVIOUS
SANDBAG DIKE
FLOATING SUCTION HOSE
VARIABLE SPEED PUMP
DISCHARGE HOSE
STREAM CROSSING AND BYPASS PUMP PLAN VIEW
SCALE: 1 "=20'
2075
2070
2065
2075
2070
2065
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2070
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DESCRIPTION
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PROJECT SUMMARY
LOCAL BRIDGE CONSULTANT
• NAME = Jim Campbell
• EMAIL = JIm.Campbelll©conteches.com
• PHONE NUMBER = 8032164274
STRUCTURE DETAILS
• SPAN =16'-0"
• PRECAST RISE = 5' - 10"
• LENGTH = 20 FT.
HEADWALLS
• INLET HEADWALL HEIGHT = 2 FT.
• OUTLET HEADWALL HEIGHT = 2 FT.
FOUNDATIONS
• FOUNDATION TYPE = STRIP
WINGWALLS
• WW 1 ANGLE = 45 DEG.
• WW 1 LENGTH = 8 FT.
• WW 1 HIGH HEIGHT = 8 FT.
• WW 1 LOW HEIGHT = 4 FT.
• WW 2 ANGLE = 45 DEG.
•WW2 LENGTH = 12.5 FT.
• WW 2 HIGH HEIGHT = 8 FT.
• WW 2 LOW HEIGHT = 4 FT.
•WW3ANGLE =45 DEG.
• WW 3 LENGTH = 9 FT.
• WW 3 HIGH HEIGHT = 8 FT.
• WW 3 LOW HEIGHT = 4 FT.
• WW 4 ANGLE = 45 DEG.
• WW 4 LENGTH = 8 FT.
• WW 4 HIGH HEIGHT = 8 FT.
• WW 4 LOW HEIGHT = 4 FT.
NOTES
1. THIS BRIDGE HAS BEEN DESIGNED FOR GENERAL SITE CONDITIONS. THE
PROJECT ENGINEER SHALL BE RESPONSIBLE FOR THE STRUCTURES SUITABILITY
TO THE EXISTING SITE CONDITIONS AND FOR THE HYDRAULIC EVALUATION -
INCLUDING SCOUR AND CONFIRMATION OF SOIL CONDITIONS.
2. PRIOR TO CONSTRUCTION, CONTRACTOR MUST VERIFY ALL ELEVATIONS SHOWN
THROUGH THE ENGINEER.
3. ONLY CONTECH ENGINEERED SOLUTIONS LLC, THE CONSPAN
APPROVED MANUFACTURER IN THE PROJECT STATE MAY PROVIDE THE STRUCTURE
DESIGNED IN ACCORDANCE WITH THESE PLANS.
4. THIS DYOB DRAWING IS A CONCEPTUAL DESIGN. PLEASE WORK WITH YOUR LOCAL
BRIDGE CONSULTANT FOR FURTHER SOLUTION DEVELOPMENT AND PRICING.
5. THE USE OF ANOTHER PRECAST STRUCTURE WITH THE DESIGN ASSUMPTIONS
USED FOR THE COWSPAN8I STRUCTURE MAY LEAD TO SERIOUS DESIGN ERRORS.
USE OF ANY OTHER PRECAST STRUCTURE WITH THIS DESIGN AND DRAWINGS
VOIDS ANY CERTIFICATION OF THIS DESIGN AND WARRANTY.
CONTECH ENGINEERED SOLUTIONS ASSUMES NO LIABILITY FOR DESIGN OF ANY ALTERNATE
OR SIMILAR TYPE STRUCTURES.
CON/SPAN 0-Series DYO
Home Crossing
'PRELIMINARY'
NOT FOR CONSTRUCTION
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www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
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www.ContechE8.corn
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
/ CON \SPAN•
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DYOB
DRAWING
PROJECT Na:
MOW.:
DATE:
DESIGNED:
APPROVED:
SHEET No.:
D3 GE D9
GROUT TO TOP
OF KEYWAY
NOTE:
FILL ENTIRE KEYWAY INCLUDING
NOMINAL 1" VOID BETWEEN BOTTOM OF
KEYWAY AND BOTTOM OF PRECAST
BRIDGE UNIT LEG WITH GROUT.
_ INSIDE FACE OF
PRECAST BRIDGE UNIT
GROUT UNDER
UNIT LEG
TYPICAL BRIDGE UNIT GROUT DETAIL
NOT TO SCALE
WINGWALL
Kg
0
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WINGWALL
FOOTING BACKSIDE OF
FOOTING
PRIMER COMPATIBLE
WITH JOINT WRAP
TOP OF PRECAST
BRIDGE UNIT
x 1 %8" BUTYL ROPE
9" WIDE JOINT WRAP
PRECAST BRIDGE UNIT
TYPICAL JOINT SEAL DETAIL
NOT TO SCALE
WINGWALL ANCHOR
GROUT
NOTES:
• MINIMUM 1" GROUT UNDER WINGWALL LEG &
ANCHOR STEM.
• AREA BETWEEN WINGWALL FOOTING AND
WINGWALL ANCHOR SHALL BE GROUTED
SOLID BEFORE BACKFILL.
• FORM BACKSIDE OF FOOTING TO
DIMENSIONS SHOWN ON FOUNDATION PLAN.
TYPICAL WINGWALL GROUT DETAIL
NOT TO SCALE
PRIMER COMPATIBLE
WITH JOINT WRAP
TOP OF PRECAST
BRIDGE UNIT
LIFTING INSERT
FILL LIFTING INSERT POCKET
WITH GROUT, FINISHING FLUSH
9" SQUARE PIECE
OF JOINT WRAP
PRECAST BRIDGE UNIT,
HEADWALL OR WINGWALL
TYPICAL LIFT INSERT SEALING DETAIL
NOT TO SCALE
SEE TYPICAL WINGWALL
GROUT DETAIL ON THIS SHEET
TYPICAL WINGWALL SECTION
NOT TO SCALE
'PRELIMINARY'
NOT FOR CONSTRUCTION
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www.ComechE8.Com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-845-7000 513-645-7993 FAX
/ CO - \SPAN.
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DRAWING
PROJECT No.:
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APPROVED
SHEET NO.:
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OUTLET
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www.ConteehES.conl
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645.7993 FAX
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DATE:
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ENGINEERED SOLUTIONS LLC
www.ContechES.com
9025 Centre Pointe Lit, Suite 400, West Cheater, OH 45069
800-338-1122 513-845-7000 513-645-7993 FAX
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DRAWING
PROJECT II®
DYONP.:
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CRANE:
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APPROVED:
SHEETED: D4 D• D9
1 DESCRIPTION
1.1. TYPE - THIS WORK SHALL CONSIST OF FURNISHING AND
CONSTRUCTING A CON/SPAN® 0-SERIES BRIDGE SYSTEM IN
ACCORDANCE WITH THESE SPECIFICATIONS AND IN
REASONABLY CLOSE CONFORMITY WITH THE LINES, GRADES,
DESIGN AND DIMENSIONS SHOWN ON THE PLANS OR AS
ESTABLISHED BY THE ENGINEER. IN SITUATIONS WHERE TWO OR
MORE SPECIFICATIONS APPLY TO THIS WORK, THE MOST
STRINGENT REQUIREMENTS SHALL GOVERN.
1.2. DESIGNATION - PRECAST REINFORCED CONCRETE CONSPANN
0-SERIES BRIDGE UNITS MANUFACTURED IN ACCORDANCE WITH
THIS SPECIFICATION SHALL BE DESIGNATED BY SPAN AND RISE.
PRECAST REINFORCED CONCRETE WINGWALLS AND HEADWALLS
MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION
SHALL BE DESIGNATED BY LENGTH, HEIGHT, AND DEFLECTION
ANGLE. PRECAST REINFORCED CONCRETE EXPRESS'
FOUNDATION UNITS MANUFACTURED IN ACCORDANCE WITH THIS
SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT AND
WIDTH.
2. DESIGN
2.1. SPECIFICATIONS -THE PRECAST ELEMENTS ARE DESIGNED IN
ACCORDANCE WITH THE "AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS" 8TH EDITION, ADOPTED BY THE AMERICAN
ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION
OFFICIALS, 2017. A MINIMUM OF ONE FOOT OF COVER ABOVE
THE CROWN OF THE BRIDGE UNITS IS REQUIRED IN THE
INSTALLED CONDITION. (UNLESS NOTED OTHERWISE ON THE
SHOP DRAWINGS AND DESIGNED ACCORDINGLY.)
3. MATERIALS
3.1. CONCRETE - THE CONCRETE FOR THE PRECAST ELEMENTS
SHALL BE AIR -ENTRAINED WHEN INSTALLED IN AREAS SUBJECT
TO FREEZE -THAW CONDITIONS COMPOSED OF PORTLAND
CEMENT, FINE AND COARSE AGGREGATES. ADMIXTURES AND
WATER. AIR -ENTRAINED CONCRETE SHALL CONTAIN 612
PERCENT AIR. THE AIR- ENTRAINING ADMIXTURE SHALL
CONFORM TO AASHTO M154. THE MINIMUM CONCRETE
COMPRESSIVE STRENGTH SHALL BE AS SHOWN ON THE SHOP
DRAWINGS.
3.1.1. PORTLAND CEMENT- SHALL CONFORM TO THE
REQUIREMENTS OF ASTM SPECIFICATIONS C150-TYPE
I, TYPE II, OR TYPE III CEMENT.
3.1.2. COARSE AGGREGATE - SHALL CONSIST OF STONE HAVING A
MAXIMUM SIZE OF 1 INCH. AGGREGATE SHALL MEET
REQUIREMENTS FOR ASTM C33.
3.1.3. WATER REDUCING ADMIXTURE - THE MANUFACTURER MAY
SUBMIT, FOR APPROVAL BY THE ENGINEER, A
WATER -REDUCING ADMIXTURE FOR THE PURPOSE OF
INCREASING WORKABILITY AND REDUCING THE WATER
REQUIREMENT FOR THE CONCRETE.
3.1.4. CALCIUM CHLORIDE - THE ADDITION TO THE MIX OF
CALCIUM CHLORIDE OR ADMIXTURES CONTAINING
CALCIUM CHLORIDE WILL NOT BE PERMITTED.
3.1.5. MIXTURE - THE AGGREGATES. CEMENT AND WATER SHALL
BE PROPORTIONED AND MIXED IN A BATCH MIXER TO
PRODUCE A HOMOGENEOUS CONCRETE MEETING THE
STRENGTH REQUIREMENTS OF THIS SPECIFICATION. THE
PROPORTION OF PORTLAND CEMENT IN THE MIXTURE
SHALL NOT BE LESS THAN 564 POUNDS 6 SACKS) PER
CUBICYARDM CONCRETE.
3.2. STEEL REMFORUM STEEL
3.2.1. THE SS OTHERWISE
WIYIELD STRENGTH SHALL AEIN0S, P51
UNLESS OTHERWISEEELFOR THE
PSHOPT ELEMENTS
3.2.2. ALL REINFORCINGSTEEL A FORCEE IN ACCODANCE
SHALL BFHOP D DRANDWINGS
PLACEDGSSUBMITTED
M ACCORDANCE WITH
THEADETAILEDUFASHOP DRAWINGS SUBMITTED BY THE
MANUFACTURER.
3.2.3. REINFORCING COSHALLCONSISTT WELDED WIRE
REIA
1064FORDEF CONFORMING TOASTMFORMING TO
T
SPECIFICATION
A61 , GRADE
EARS CONFORMING TO ASTM
DDISTRIBUTI NN A 6NF RCEME 60. LONGITUDINAL
WIRE FABRIC
RFORCE NT MAY CONSISTBS.F WELDED
WIRE DABRIC OR DEFORMED BILLET -STEEL BARS.
3.3. STEEL HARDWARE
T
3.3.1.BOLTS ANDTHREADED REFS FOR WINGWALL
CONNECTIONSSHALL CONFORM 2 (ASTM A 347. RUTS
SHALLLOCONFORM.TO AASHDSMND2 UTSMSED4)GRADE 2H.
ALL BOLTS, THREADEDIRODS AND NOTE USED IN
WICOATED
LLIN CONNECTIONS SHALL MECHANICALLY 69CLASS0 ZINC
COATED Ft ACCORDANCE ASTMWITHCONNECTION
5P.
3.3.2. STRUCTURAL STEEL FOR WINGWALL PLATES
AND PLATE) GRADE 3 AND
COHALL BE HOT DIP HTO A
A70
(ASTM A Y09) GRADE l )MID SHALL BE HOT DIP GALVANIZED
ASPERFOR OWI GW(ASTM SHALL
3.3.3. INSERTS FOR WINGWALLS SHALL C O DIAMETER
TWO-BOLTPRESET WINGWALL TON ANCHORS CONCRETEAS
ACCESSORIE , IA DAITON SUPOHIORIOR 45700A
SHALL BE ELECTRO
ACCESSORIES,M GALVANIZED
ODIC, (80ACC) RDMJC AND
SHALL O3 GALVANIZED IN ACCORDANCE WITH
ASTM LE LOO.
3.3.4. FERRULE LOOP INSERTS SHALL FERRULE LOOP
INSCONCRETE
E ACCESSORIES.
CESS TIES. DM BY DAYTONRG. SUPERIOR
CONC00 AND SHALL
(800)
Y45.3E00AND SHALLBA TACHED HEADWALL
C.
3.3.5. SHAK BOLTS USED IN ATTACHED HEADWALL CONNECTIONS
SHALL BE ASTM
A307.
3.3.8. INSERTS FOR DETACHED HEADWALL CONNECTIONS SHALL
BIN AISIRTYPE AN STAINLESSTURF STEEL. NUPE IOIL
INSERTS AS MANUFACTURED BY DAYTON SUPERIOR
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® 0-SERIES BRIDGE SYSTEMS
CONCRETE ACCESSORIES MIAMISBURG OHIO(800)
745-3700. COIL SHALL BE
NUTS USED IN HEADWALL
W CONNECTIONSIN AD AISI TYPE NE IONSSTAINLESS STEEL.
WASHERS 1 USED IN HEADWALL CONNECTIONS SHALL BE
EITHERAASHTO
TYPE )AS STAINLESS STEEL PLATE WASHERS
OR DIP GA VANI EDAM A709 GRADE PLATE WASHERS
HOT DIPGALVANIZED OF
RNFORCI M111 (SSA123).
BE
3.3.7. MECHANICAL SPLICES REINFORCING BARS SHALL BE
MADE USING THE DOWEL BAR SPLICER IOR CONCRETE
T
MANUFACTUREDIA IDAYTONSBURG SUPERIORCONCRETE
ACCESSORIES.LLSIMIFIHE DBDI OHI(800)EM745-3700,AND
SPELLRONDD OFTHN,00S SPLICEM(DOWELFATUBAR
SPLICER ANPDO UCTIN OR AS ONUFACTUR7)-BV
ANDS HALL PRODUCTS DAYTSPLICE XPTOHIO932 SYSTEM.
AND SHALL CONSIST OF BARSPLICER TYPE 2 SYSTEM.
4 MANUFACTURE OF PRECAST ELEMENTS - SUBJECT TO THE
PROVISIONS OF SECTION 5, BELOW, THE PRECAST ELEMENT
DIMENSION AND REINFORCEMENT DETAILS SHALL BE AS PRESCRIBED
IN THE PLAN AND SHOP DRAWINGS PROVIDED BY THE
MANUFACTURER.
4.1. FORMS -THE FORMS USED IN MANUFACTURE SHALL BE
SUFFICIENTLY RIGID AND ACCURATE TO MAINTAIN THE
REQUIRED PRECAST ELEMENT DIMENSIONS WITHIN THE
PERMISSIBLE VARIATIONS GIVEN IN SECTION 5 OF THESE
SPECIFICATIONS. ALL CASTING SURFACES SHALL BE OF A
SMOOTH MATERIAL.
4.2. PLACEMENT OF REINFORCEMENT
4.2.1.PLACEMENT OF REINFORCEMENT IN PRECAST BRIDGE
UNITS -THE COVER OF CONCRETE OVER THE OUTSIDE
CIRCUMFERENTIAL REINFORCEMENT SHALL BE 2" MINIMUM.
THE COVER OF CONCRETE OVER THE INSIDE
CIRCUMFERENTIAL REINFORCEMENT SHALL BE 1X"
MINIMUM UNLESS OTHERWISE NOTED ON THE SHOP
DRAWINGS. THE CLEAR DISTANCE OF THE END
CIRCUMFERENTIAL WIRES SHALL NOT BE LESS THAN 1" NOR
MORE THAN 2" FROM THE ENDS OF EACH SECTION.
REINFORCEMENT SHALL BE ASSEMBLED UTILIZING SINGLE
OR MULTIPLE LAYERS OF WELDED WIRE FABRIC (NOT TO
EXCEED 3 LAVERS), SUPPLEMENTED WITH A SINGLE LAYER
OF DEFORMED BILLET -STEEL BARS, WHEN NECESSARY.
WELDED WIRE FABRIC SHALL BE COMPOSED OF
CIRCUMFERENTIAL AND LONGITUDINAL WIRES MEETING
THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL
CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING
THROUGH THE BRIDGE UNIT TO MAINTAIN THE SHAPE AND
POSITION OF THE REINFORCEMENT. LONGITUDINAL
DISTRIBUTION REINFORCEMENT MAY BE WELDED WIRE
FABRIC OR DEFORMED BILLET -STEEL BARS AND SHALL
MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. THE
ENDS OF THE LONGITUDINAL DISTRIBUTION
REINFORCEMENT SHALL BE NOT MORE THAN 3" AND NOT
LESS THAN 1/S" FROM THE ENDS OF THE BRIDGE UNIT,
4.2.2. BENDING OF REINFORCEMENT FOR PRECAST BRIDGE UNITS
- THE OUTSIDE AND INSIDE CIRCUMFERENTIAL
REINFORCING STEEL FOR THE CORNERS OF THE BRIDGE
SHALL BE BENT TO SUCH AN ANGLE THAT IS
APPROXIMATELY EQUAL TO THE CONFIGURATION OF THE
BRIDGE'S OUTSIDE CORNER.
4.2.3.PLACEMENT OF REINFORCEMENT FOR PRECAST
WINGWALLS AND HEADWALLS - THE COVER OF CONCRETE
OVER THE LONGITUDINAL AND TRANSVERSE
REINFORCEMENT SHALL BE 2" MINIMUM. THE CLEAR
DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO
THE ENO OF REINFORCING STEEL SHALL NOT BE LESS THAN
1W NOR MORE THAN 3". REINFORCEMENT SHALL BE
ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE
FABRIC, ORA SINGLE LAYER OF DEFORMED BILLET -STEEL
BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF
TRANSVERSE AND LONGITUDINAL WIRES MEETING THE
SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL
CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING
THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND
POSITION OF THE REINFORCEMENT. LONGITUDINAL
REINFORCEMENT MAY BE WELDED WIRE FABRIC OR
DEFORMED BILLET -STEEL BARS AND SHALL MEET THE
SPACING REQUIREMENTS OF 4.3, BELOW.
4.2.4. PLACEMENT OF REINFORCMENT FOR PRECAST
FOUNDATION UNITS - THE COVER OF CONCRETE OVER THE
BOTTOM REINFORCEMENT SHALL BE 31NCHE5 MINIMUM.
THE COVER OF CONCRETE FOR ALL OTHER
REINFORCEMENT SHALL BE 2 INCHES MINIMUM. THE CLEAR
DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO
THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN
21NCHE5 NOR MORE THAN 3 INCHES. REINFORCEMENT
SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF
WELDED WIRE FABRIC OR A SINGLE LAVER OF DEFOREMED
BILLET -STEEL BARS. WELDED WIRE FABRIC SHALL BE
COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES
MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND
SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES
EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE
SHAPE AND POSITION OF THE REINFORCEMENT.
LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE
FABRIC OR DEFORMED BILLET -STEEL BARS AND SHALL
MEET THE SPACING REQUIREMENTS OF 4.3, BELOW.
4.3. LAPS, WELDS. SPACING
4.3.1. LAPS. WELDS. AND SPACING FOR PRECAST BRIDGE UNITS -
TENSION SPLICES IN THE CIRCUMFERENTIAL
REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS
MAY BE TACK WELDED TOGETHER FOR ASSEMBLY
PURPOSES. FOR SMOOTH WELDED WIRE FABRIC THE
OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO
5.10.8.2.5B AND 5.10.8.5.2. FOR DEFORMED WELDED WIRE
FABRIC. THE OVERLAP SHALL MEET THE REQUIREMENTS OF
AASHTO 5.10.8.2.5A AND 5.10.8.5.1. THE OVERLAP OF
WELDED WIRE FABRIC SHALL BE MEASURED BETWEEN THE
OUTER -MOST LONGITUDINAL WIRES OF EACH FABRIC
SHEET. FOR DEFORMED BILLET -STEEL BARS. THE OVERLAP
SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.1 FOR
SPLICES OTHER THAN TENSION SPLICES. THE OVERLAP
SHALL BE A MINIMUM OF 1'41" FOR WELDED WIRE FABRIC OR
DEFORMED BILLET -STEEL BARS. THE SPACING CENTER TO
CENTER OF THE CIRCUMFERENTIAL WIRES IN A WIRE
FABRIC SHEET SHALL BE NOT LESS THAN Y NOR MORE
THAN 4". THE SPACING CENTER TO CENTER OF THE
LONGITUDINAL WIRES SHALL NOT BE MORE THAN 8". THE
SPACING CENTER TO CENTER OF THE LONGITUDINAL
DISTRIBUTION STEEL FOR EITHER LINE OF REINFORCING IN
THE TOP SLAB SHALL BE NOT MORE THAN 1'.4 .
4.3.2.LAPS WELDS. AND SPACING FOR PRECAST WINGWALLS.
HEADWALLS AND FOUNDATIONS - SPLICES IN THE
REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY
BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES.
FOR SMOOTH WELDED WIRE FABRIC. THE OVERLAP SHALL
MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5B AND
5.10.8.5.2. FOR DEFORMED WELDED WIRE FABRIC, THE
OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO
5.10.8.2.5A AND 5.10.8.5.1. FOR DEFORMED BILLET -STEEL
BARS, THE OVERLAP SHALL MEET THE REQUIREMENTS OF
AASHTO 5.10.8.2.1. THE SPACING CENTER -TO -CENTER OF
THE WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS
THAN 2" NOR MORE THAN 8".
4.4. CURING - THE PRECAST CONCRETE ELEMENTS SHALL BE CURED
FORA SUFFICIENT LENGTH OF TIME SO THAT THE CONCRETE
WILL DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH IN 28
DAYS OR LESS. ANY ONE OF THE FOLLOWING METHODS OF
CURING OR COMBINATIONS THERE OF SHALL BE USED:
4.4.1.STEAM CURING - THE PRECAST ELEMENTS MAYBE
LOW-PRESSURE STEAM CURED BY A SYSTEM THAT WILL
MAINTAIN A MOIST ATMOSPHERE.
4.4.2.WATER CURING - THE PRECAST ELEMENTS MAY BE WATER
CURED BY ANY METHOD THAT WILL KEEP THE SECTIONS
MOIST.
4.4.3.MEMBRANE CURING - A SEALING MEMBRANE CONFORMING
TO THE REQUIREMENTS OF ASTM SPECIFICATION C309 MAY
BE APPLIED AND SHALL BE LEFT INTACT UNTIL THE
REQUIRED CONCRETE COMPRESSIVE STRENGTH IS
ATTAINED. THE CONCRETE TEMPERATURE AT THE TIME OF
APPLICATION SHALL BE WITHIN +/-10 DEGREES F OF THE
ATMOSPHERIC TEMPERATURE. ALL SURFACES SHALL BE
KEPT MOIST PRIOR TO THE APPLICATION OF THE
COMPOUNDS AND SHALL BE DAMP WHEN THE COMPOUND
IS APPLIED.
4.5. STORAGE, HANDLING & DELIVERY
4.5.1.STORAGE - PRECAST CONCRETE BRIDGE ELEMENTS SHALL
BE LIFTED AND STORED IN -AS-CAST" POSITION. PRECAST
CONCRETE HEADWALL AND WINGWALL UNITS ARE CAST,
STORED AND SHIPPED IN A FLAT POSITION. THE PRECAST
ELEMENTS SHALL BE STORED IN SUCH A MANNER TO
PREVENT CRACKING OR DAMAGE. STORE ELEMENTS USING
TIMBER SUPPORTS AS APPROPRIATE. THE UNITS SHALL
NOT BE MOVED UNTIL THE CONCRETE COMPRESSIVE
STRENGTH HAS REACHED A MINIMUM OF 2500 PSI (3000 PSI
FOR SPANS >48 FEET), AND THEY SHALL NOT BE STORED IN
AN UPRIGHT POSITION.
4.5.2.EACH RE - HANDLING DEVICES SEALS BE PERMITTED HA HANDLING
EACH PRECASTELEMENT FOR THE PURPOSE RE UI HANDLING
AND SETTING. SPREADER BEAMS MAY BE REQUIRED FOR
THE LU NG OF PREFROM
BENDING
RTOBRIDGEENRCE FORCES.
PRECLUDE PRECAE FCON RETE EL M NTS MUSNOT
4.5.3.SHIPPEDV UNTIL
THETONCRETEEAS ATTAIN MUST NOT BE
SPECIFIED DES THE CONCRETE HAS ATTAINED THE
DIRECTIEDED Y THE DESIGCOMPN
SER. STRENGTH,ORCAS
DIRECTED THE OA ENGINEER. PRECAST CONCRETE
GROUND
TA MAY UNLOADED AND PLACED RE THE
USOUND THE SITE UNTIL INSTALLED. STORE ELEMENTS
TIMBERUSINGGURANSUPPORTSASSTERSHALL D.
4.6. QUALITY ASSURANCE -THE PRECASTER SHALL DEMONSTRATE
ADHERENCE TTHE STANDARDS THE SET FORTH IN THE NPCA
QUALITY CONTROL MANUAL. THE PRECASTER SHALL MEET
EITHER SECTION ION 4.6.1 OR 4.6.2
4.6.1.CERTIFICATION -TNTPRECASTERCRETL BEIN SITUCERTIFIED N
THE IFI PRECAST/PRESTRESSED PROTRAMOR CONCRETE IAL PRECAST
CONCRETE CONRAS PROGRAM OR THE NATIONAL
PRIOR
TO AND
CERTIFICATION
PROGRAM PRIOR RE ABD HIS DURING PRODUCTIONN.OF THE
PRODUCTS COVERED TES INTHIS INSPECTION
4.6.2.QU ,2.1. THE S, TESTING M L INSPECTION
4.6.2.1. THE PRECASTER SHALL HAVE BEEN IN THE
PRODUCT PRODUCINGO THOSE
SESPECCONCRETE
PRODUCTS THREE YETHOSE SPECIFIED
MINIMUM NT THREE YEARS. HE SHALL MAINTAIN R
PERMANENT NI DEPEND CONTROL DEPARTMENTONOR
A
RETAIN AN INDEPENDENT TESTING AGENCY ON A
REOCE BASIS. THE AGENCY SHALL ENO ISSUE A
REPORT,IN THEI BIL BY A LICENSED ENGINEER,
PRODUCE THE ABILITY OF THE PRECASTER TO
INDUSTRY TRY QUALITY PRODUCTS CONSISTENT WITH
PRECASTER STANDARDS.
4.6.2.2. THE PRECASTER SHALL SHOW THAT THE
FOLLOWING TESTS ARE PERFORMED IN
ACCORDANCE WITH THE ASTM STANDARDS
INDICATED. TESTS SHALL BE PERFORMED AS
INDICATED IN SECTION 6 OF THESE
SPECIFICATIONS.
4.6.2.2.1. AIR CONTENT: C231 OR C173
4.6.2.2.2. COMPRESSIVE STRENGTH: C31,C39,C497
4.6.2.3. THE PRECASTER SHALL PROVIDE DOCUMENTATION
DEMONSTRATING COMPLIANCE WITH THIS SECTION
TO CONTECH® ENGINEERED SOLUTIONS AT
REGULAR INTERVALS OR UPON REQUEST.
4.6.2.4. THE OWNER MAY PLACE AN INSPECTOR IN THE
PLANT WHEN THE PRODUCTS COVERED BY THIS
SPECIFICATION ARE BEING MANUFACTURED.
4.6.3.D000MENTATION -THE PRECASTER SHALL SUBMIT
PRECAST PRODUCTION REPORTS TO CONTECH®
ENGINEERED SOLUTIONS AS REQUIRED.
5. PERMISSIBLE VARIATIONS
5.1. BRIDGE UNITS
5.1.1. INTERNAL DIMENSIONS -THE INTERNAL DIMENSION SHALL
VARY NOT MORE THAN 1%FROM THE DESIGN DIMENSIONS
NOR MORE THAN 1J4" WHICHEVER IS LESS.
5.1.2. SLAB AND WALL THICKNESS - THE SLAB AND WALL
THICKNESS SHALL NOT BE LESS THAN THAT SHOWN IN THE
DESIGN BY MORE THAN y". A THICKNESS MORE THAN THAT
REQUIRED IN THE DESIGN SHALL NOT BE CAUSE FOR
REJECTION.
5.1.3. LENGTH OF OPPOSITE SURFACES - VARIATIONS IN LAYING
LENGTHS OF TWO OPPOSITE SURFACES OF THE BRIDGE
UNIT SHALL NOT BE MORE THAN X. IN ANY SECTION,
EXCEPT WHERE BEVELED ENDS FOR LAYING OF CURVES
ARE SPECIFIED BY THE PURCHASER.
5.1.4.LENGTH OF SECTION -THE UNDERRUN IN LENGTH OF A
SECTION SHALL NOT BE MORE THAN J4" IN ANY BRIDGE UNIT.
5.1.5.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION
IN POSITION OF THE REINFORCEMENT SHALL BE 3J4". IN NO
CASE SHALL THE COVER OVER THE REINFORCEMENT BE
LESS THAN IX" FOR THE OUTSIDE CIRCUMFERENTIAL STEEL
OR BE LESS THAN 1" FOR THE INSIDE CIRCUMFERENTIAL
STEEL AS MEASURED TO THE EXTERNAL OR INTERNAL
SURFACE OF THE BRIDGE. THESE TOLERANCES OR COVER
REQUIREMENTS DO NOT APPLY TO MATING SURFACES OF
THE JOINTS.
5.1.6. AREA OF REINFORCEMENT -THE AREAS OF STEEL
REINFORCEMENT SHALL BE THE DESIGN STEEL AREAS AS
SHOWN IN THE MANUFACTURER'S SHOP DRAWINGS. STEEL
AREAS GREATER THAN THOSE REQUIRED SHALL NOT BE
CAUSE FOR REJECTION. THE PERMISSIBLE VARIATION IN
DIAMETER OF ANY REINFORCEMENT SHALL CONFORM TO
THE TOLERANCES PRESCRIBED IN THE ASTM
SPECIFICATION FOR THAT TYPE OF REINFORCEMENT.
5.2. WINGWALLS & HEADWALLS
5.2.1. WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY
FROM THAT SHOWN IN THE DESIGN BY MORE THAN X".
5.2.2. LENGTH/HEIGHT OF WALL SECTIONS - THE LENGTH AND
HEIGHT OF THE WALL SHALL NOT VARY FROM THAT SHOWN
IN THE DESIGN BY MORE THAN X-.
5.2.3. PO51TION OF REINFORCEMENT - THE MAXIMUM VARIATION
IN THE POSITION OF THE REINFORCEMENT SHALL BE t ".
IN14
CASE SHALL THE COVER OVER THE REINFORCEMENT
BE LESS THANREINFORCEMENT 1 ".
J4
5.2.4. DIAE EF OP5YREINF- THE PERMISSIBLE VARIATION IN
DIAMETER OF ANY REINFORCING SHALL CONFORM TI THE
TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION
FOR THAT TREE OF EDISHARCING. STEEL AREA GREATER
THAN THAT REQUIRED SHALL NOT BE CAUSE FOR
REJECTION.
5.3. FOUNDATION UNITS
5.3.1. WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY
FROM THAT SHOWN IN THE DESIGN BY MORE THAN J4".
5.3.2. LENGTH/ HEIGHT/WIDTH OF FOUNDATION SECTIONS - THE
LENGTH, HEIGHT AND WIDTH OF THE FOUNDATION UNITS
SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY
MORE THAN 74
5.3.3. POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION
IN THE POSITION OF THE REINFORCEMENT SHALL BE SJ4". IN
NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE
LESS THAN 1J4".
5.3A. SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN
DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE
TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION
FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER
THAN THAT REQUIRED SHALL NOT BE CAUSE FOR
REJECTION.
6. TESTING/ INSPECTION
6.1. TESTING
6.1.1. TYPE OF TEST SPECIMEN - CONCRETE COMPRESSIVE
STRENGTH SHALL BE DETERMINED FROM COMPRESSION
TESTS MADE ON CYLINDERS OR CORES. FOR CYLINDER
TESTING, A MINIMUM OF 4 CYLINDERS SHALL BE TAKEN FOR
EACH BRIDGE ELEMENT. FOR CORE TESTING. A MINIMUM OF
2 CORES SHALL BE TAKEN FOR EACH BRIDGE ELEMENT.
EACH ELEMENT SHALL BE CONSIDERED SEPARATELY FOR
THE PURPOSE OF TESTING AND ACCEPTANCE.
6.1.2. COMPRESSION TESTING - CYLINDERS SHALL BE MADE AND
TESTED AS PRESCRIBED BY THE ASTM C39 SPECIFICATION.
CYLINDERS SHALL BE CURED IN THE SAME ENVIRONMENT
AS THE BRIDGE ELEMENTS- CORES SHALL BE OBTAINED
AND TESTED FOR COMPRESSIVE STRENGTH FROM EACH
ELEMENT IN ACCORDANCE WITH THE PROVISIONS OF THE
ASTM C42 SPECIFICATION.
6.1.3.ACCEPTABILITY OF CYLINDER TESTS - WHEN THE AVERAGE
COMPRESSIVE STRENGTH OF ALL CYLINDERS TESTED IS
EQUAL TO OR GREATER THAN THE DESIGN COMPRESSIVE
STRENGTH. AND NOT MORE THAN 10%OF THE CYLINDERS
TESTED HAVE A COMPRESSIVE STRENGTH LESS THAN THE
DESIGN CONCRETE STRENGTH, AND NO CYLINDER TESTED
HAS A COMPRESSIVE STRENGTH LESS THAN 90%OF THE
REQUIRED CONCRETE STRENGTH. THEN THE ELEMENT
SHALL BE ACCEPTED. WHEN THE COMPRESSIVE STRENGTH
OF THE CYLINDERS TESTED DOES NOT CONFORM TO THESE
ACCEPTANCE CRITERIA, THE ACCEPTABILITY OF THE
ELEMENT MAY BE DETERMINED AS DESCRIBED IN SECTION
6.1.4, BELOW.
6.1.4.ACCEPTABILITY OF CORE TESTS - THE COMPRESSIVE
STRENGTH OF THE CONCRETE IN A BRIDGE ELEMENT IS
ACCEPTABLE WHEN EACH CORE TEST STRENGTH IS EQUAL
TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH.
WHEN THE COMPRESSIVE STRENGTH OF A CORE TESTED IS
LESS THAN THE DESIGN CONCRETE STRENGTH, THE
PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN
MAY BE RE -CORED. WHEN THE COMPRESSIVE STRENGTH
OF THE RE -CORE IS EQUAL TO OR GREATER THAN THE
DESIGN CONCRETE STRENGTH THE COMPRESSIVE
STRENGTH OF THE CONCRETE IN THAT BRIDGE ELEMENT IS
ACCEPTABLE.
6.1.4.1. WHEN THE COMPRESSIVE STRENGTH OF ANY
RECORE IS LESS THAN THE DESIGN CONCRETE
STRENGTH, THE PRECAST ELEMENT FROM WHICH
THAT CORE WAS TAKEN SHALL BE REJECTED.
6.1.4.2. PLUGGING CORE HOLES -THE CORE HOLES SHALL
BE PLUGGED AND SEALED BY THE MANUFACTURER
IN A MANNER SUCH THAT THE ELEMENTS WILL
MEET ALL OF THE TEST REQUIREMENTS OF THIS
SPECIFICATION. PRECAST ELEMENTS SO SEALED
SHALL BE CONSIDERED SATISFACTORY FOR USE.
6.1.4.3. TEST EQUIPMENT - EVERY MANUFACTURER
FURNISHING PRECAST ELEMENTS UNDER THIS
SPECIFICATION SHALL FURNISH ALL FACILITIES AND
PERSONNEL NECESSARY TO CARRY OUT THE TEST
REQUIRED.
6.2. INSPECTION - THE QUALITY OF MATERIALS, THE PROCESS OF
MANUFACTURE. AND THE FINISHED PRECAST ELEMENTS SHALL
BE SUBJECT TO INSPECTION BY THE PURCHASER.
7. JOINTS
THE BRIDGE UNITS SHALL BE PRODUCED WITH FLAT BUTT ENDS.
THE ENDS OF THE BRIDGE UNITS SHALL BE SUCH THAT WHEN THE
SECTIONS ARE LAID TOGETHER THEY WILL MAKE A CONTINUOUS
LINE WITH A SMOOTH INTERIOR FREE OF APPRECIABLE
IRREGULARITIES, ALL COMPATIBLE WITH THE PERMISSIBLE
VARIATIONS IN SECTION 5, ABOVE. THE JOINT WIDTH BETWEEN
ADJACENT PRECAST UNITS SHALL NOT EXCEED 39".
8. WORKMANSHIP/ FINISH
THE BRIDGE UNITS, WINGWALLS, HEADWALLS AND FOUNDATION
UNITS SHALL BE SUBSTANTIALLY FREE OF FRACTURES. THE ENDS OF
THE BRIDGE UNITS SHALL BE NORMAL TO THE WALLS AND
CENTERLINE OF THE BRIDGE SECTION, WITHIN THE LIMITS OF THE
VARIATIONS GIVEN IN SECTION 5, ABOVE. EXCEPT WHERE BEVELED
ENDS ARE SPECIFIED. THE FACES OF THE WINGWALLS AND
HEADWALLS SHALL BE PARALLEL TO EACH OTHER WITHIN THE LIMITS
OF VARIATIONS GIVEN IN SECTION 5 ABOVE. THE SURFACE OF THE
PRECAST ELEMENTS SHALL BE A SMOOTH STEEL FORM OR
TROWELED SURFACE. TRAPPED AIR POCKETS CAUSING SURFACE
DEFECTS SHALL BE CONSIDERED AS PART OF A SMOOTH, STEEL
FORM FINISH.
9. REPAIRS
PRECAST ELEMENTS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF
IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE AND WILL
BE ACCEPTABLE IF, IN THE OPINION OF THE PURCHASER, THE
REPAIRS ARE SOUND, PROPERLY FINISHED AND CURED. AND THE
REPAIRED SECTION CONFORMS TO THE REQUIREMENTS OF THIS
SPECIFICATION.
10.REJECTION
THE PRECAST ELEMENTS SHALL BE SUBJECT TO REJECTION ON
ACCOUNT OF ANY OF THE SPECIFICATION REQUIREMENTS.
INDIVIDUAL PRECAST ELEMENTS MAY BE REJECTED BECAUSE OF
ANY OF THE FOLLOWING:
10.1.FRACTURES OR CRACKS PASSING THROUGH THE WALL,
EXCEPT FOR A SINGLE END CRACK THAT DOES NOT EXCEED ONE
HALF THE THICKNESS OF THE WALL
10.2.DEFECTS THAT INDICATE PROPORTIONING, MIXING, AND
MOLDING NOT IN COMPLIANCE WITH SECTION 4 OF THESE
SPECIFICATIONS.
10.3.HONEYCOMBED OR OPEN TEXTURE.
10A.DAMAGED ENDS, WHERE SUCH DAMAGE WOULD PREVENT
MAKING A SATISFACTORY JOINT.
N▪ am® v P. P convector
M.... on), pert thereof, may ha aged ratInndoud'o'
modified In Oily Manner WIMOUI the prior written consent of
discrepancies between the supplied I.
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DATE
REVISION DESCRIPTION
BY
CIINTECHe
ENGINEERED SOWTIONS LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
/ CON \SPAN.
0-SERIES-
DYOB
DRAWING
CON/SPAN 0-SERIES
SPECIFICATIONS
PROJECT No,
DATE
DESIGNED:
DYO
DRAWN.
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CHECKED:
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APPROVED:
DYO
SHEET NO.:
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DESCRIPTION
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ISSUED FOR: DATE: BY:
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© Wade Trim Group, Inc.

BY BUTLER, DEREK
SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® 0-SERIES BRIDGE SYSTEMS (CONT'D)
11. MARKING
EACH BRIDGE UNIT SHALL BE CLEARLY MARKED BY WATERPROOF
PAINT. THE FOLLOWING SHALL BE SHOWN ON THE INSIDE OF THE
VERTICAL LEG OF THE BRIDGE SECTION:
BRIDGE SPAN x BRIDGE RISE
DATE OF MANUFACTURE
NAME OR TRADEMARK OF THE MANUFACTURER
12. INSTALLATION PREPARATION
TO ENSURE CORRECT INSTALLATION OF THE PRECAST CONCRETE
BRIDGE SYSTEM, CARE AND CAUTION MUST BE EXERCISED IN
FORMING THE SUPPORT AREAS FOR BRIDGE UNITS, HEADWALL, AND
WINGWALL ELEMENTS. EXERCISING SPECIAL CARE WILL FACILITATE
THE RAPID INSTALLATION OF THE PRECAST COMPONENTS.
12.1. FOOTINGS
DO NOT OVER EXCAVATE FOUNDATIONS UNLESS DIRECTED BY
SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL.
THE SITE SOILS ENGINEER SHALL CERTIFY THAT THE BEARING
CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN
REQUIREMENTS. PRIOR TO THE CONTRACTOR POURING OF THE
FOOTINGS.
THE BRIDGE UNITS AND WINGWALLS SHALL BE INSTALLED ON
EITHER PRECAST OR CAST -IN -PLACE CONCRETE FOOTINGS. THE
SIZE AND ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED
BY THE ENGINEER. A KEYWAY SHALL BE FORMED IN THE TOP
SURFACE OF THE BRIDGE FOOTING AS SPECIFIED ON THE PLANS.
NO KEYWAY IS REQUIRED IN THE WINGWALL FOOTINGS, UNLESS
OTHERWISE SPECIFIED ON THE PLANS.
THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND
SHALL REACH A COMPRESSIVE STRENGTH OF 2,000 PSI BEFORE
PLACEMENT OF THE BRIDGE AND WINGWALL ELEMENTS.
BACKFILLING SHALL NOT BEGIN UNTIL THE FOOTING HAS REACHED
THE FULL DESIGN COMPRESSIVE STRENGTH.
THE FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE
WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 10'-0"
STRAIGHT EDGE. THE SURFACE SHALL NOT VARY MORE THAN ye" IN
10'-0".
IF A PRECAST CONCRETE FOOTING IS USED, THE CONTRACTOR
SHALL PREPARE A 4" THICK BASE LAYER OF COMPACTED
GRANULAR MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO
PLACING THE PRECAST FOOTING.
THE FOUNDATIONS FOR PRECAST CONCRETE BRIDGE ELEMENTS
AND WINGWALLS MUST BE CONNECTED BY REINFORCEMENT TO
FORM ONE MONOLITHIC BODY. EXPANSION JOINTS SHALL NOT BE
USED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
CONSTRUCTION OF THE FOUNDATIONS PER THE PLANS AND
SPECIFICATIONS.
13. INSTALLATION
13.1. GENERAL - THE INSTALLATION OF THE PRECAST CONCRETE
ELEMENTS SHALL BE AS EXPLAINED IN THE PUBLICATION
CON/SPAN BRIDGE SYSTEMS INSTALLATION HANDBOOK.
13.1.1. LIFTING - IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO
ENSURE THAT A CRANE OF THE CORRECT LIFTING CAPACITY IS
AVAILABLE TO HANDLE THE PRECAST CONCRETE UNITS. THIS CAN
BE ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE
PRECAST CONCRETE COMPONENTS AND BY DETERMINING THE
LIFTING REACH FOR EACH CRANE UNIT. SITE CONDITIONS MUST BE
CHECKED WELL IN ADVANCE OF SHIPPING TO ENSURE PROPER
CRANE LOCATION AND TO AVOID ANY LIFTING RESTRICTIONS. THE
LIFT ANCHORS OR HOLES PROVIDED IN EACH UNIT ARE THE ONLY
MEANS TO BE USED TO LIFT THE ELEMENTS. THE PRECAST
CONCRETE ELEMENTS MUST NOT BE SUPPORTED OR RAISED BY
OTHER MEANS THAN THOSE GIVEN IN THE MANUALS AND
DRAWINGS WITHOUT WRITTEN APPROVAL FROM CONTECH®
ENGINEERED SOLUTIONS.
13.1.2. CONSTRUCTION EQUIPMENT WEIGHT RESTRICTIONS - IN NO
CASE SHALL EQUIPMENT OPERATING IN EXCESS OF THE DESIGN
LOAD (HL-93) BE PERMITTED OVER THE BRIDGE UNITS UNLESS
APPROVED BY CONTECH® ENGINEERED SOLUTIONS.
13.1.2.1. IN THE IMMEDIATE AREA OF THE BRIDGE UNITS, THE
FOLLOWING RESTRICTIONS FOR THE USE OF HEAVY
CONSTRUCTION MACHINERY DURING BACKFILLING
OPERATIONS APPLY:
• NO CONSTRUCTION EQUIPMENT SHALL CROSS THE BARE
PRECAST CONCRETE BRIDGE UNIT.
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF
4" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT
WITH A WEIGHT OF LESS THAN 10 TONS MAY CROSS THE BRIDGE.
• AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF
1'-0" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION
EQUIPMENT WITH A WEIGHT OF LESS THAN 30 TONS MAY CROSS
THE BRIDGE.
• AFTER THE COMPACTED FILL LEVEL HAS REACHED THE DESIGN
COVER. OR 2'-0" MINIMUM, OVER THE CROWN OF THE PRECAST
CONCRETE BRIDGE. CONSTRUCTION EQUIPMENT WITHIN THE
DESIGN LOAD LIMITS FOR THE ROAD MAY CROSS THE PRECAST
CONCRETE BRIDGE.
13.2. LEVELING PAD/SHIMS- THE BRIDGE UNITS AND WINGWALLS SHALL
BE SET ON HARDBOARD SHIMS CONFORMING TO ASTM D1037 OR
PLASTIC SHIMS (DAYTON SUPERIOR P-80, P-81 OR APPROVED
EQUAL) MEASURING 5" x 5', MINIMUM, UNLESS SHOWN OTHERWISE
ON THE PLANS. A MINIMUM GAP OFX. SHALL BE PROVIDED
BETWEEN THE FOOTING AND THE BOTTOM OF THE BRIDGE'S
VERTICAL LEGS OR THE BOTTOM OF THE WINGWALL. ALSO, A
SUPPLY OF re", X" AND J(" THICK HARDBOARD OR PLASTIC SHIMS
FOR VARIOUS SHIMMING PURPOSES SHALL BE ON SITE.
13.3, PLACEMENT OF BRIDGE UNITS- THE BRIDGE UNITS SHALL BE
PLACED AS SHOWN ON THE ENGINEERS PLAN DRAWINGS.
SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO
THE TRUE LINE AND GRADE. THE JOINT WIDTH BETWEEN
ADJACENT PRECAST UNITS SHALL NOT EXCEED W.
13.4. IT IS THE CONTRACTORS RESPONSIBILITY TO MAINTAIN THE
STRUCTURE SPAN DURING ALL PHASES OF INSTALLATION. DUE TO
THE ARCH SHAPE, BRIDGE ELEMENTS WILL TEND TO SPREAD
UNDER SELF -WEIGHT. IT IS IMPERATIVE THAT ANY LATERAL
SPREADING OF THE BRIDGE ELEMENTS BE AVOIDED DURING AND
AFTER THEIR PLACEMENT. GENERALLY. HORIZONTAL CABLE TIES
OR TIE RODS ARE SHIPPED IN THE LARGER BRIDGE ELEMENTS TO
ASSIST IN PREVENTING THIS SPREADING. CABLE TIES/TIE RODS
SHALL NOT BE REMOVED UNTILL BRIDGE UNITS ARE GROUTED
AND GROUT HAS CURED. IT IS RECOMMENDED THAT TEMPORARY
HARDWOOD BLOCKS BE USED IN CONJUNCTION WITH THE CABLE
TIES/TIE RODS TO MAINTAIN SPAN. IF, HOWEVER. DUE TO SITE
RESTRICTIONS, THESE CABLE TIES/TIE RODS MUST BE REMOVED
PRIOR TO PLACEMENT OF THE BRIDGE ELEMANTS, THE
CONTRACTOR MUST NOTIFY CONTECH (MANUFACTURER) AND
REQUEST A SUGGESTED INSTALLATION PROCEDURE.
IN ADDITION, IF THE CABLE TIES/TIE RODS MUST BE REMOVED
PRIOR TO SETTING ARCH UNITS, THE FOLLOWING QUALITY
CONTROL PROCEDURE MUST BE FOLLOWED:
1) FIND "MEASURED SPAN" UPON ARCH UNITS DELIVERY TO
SITE. IEIR0 TO "ME LIFTING FROM TRUCK AND REMOVING AVERAGE E CABLE
(3) S/N MEASUREMENTS ASPAN"SHALL LTHEOFHOF
A) SPAN MEASUREMENTS ALONG THE LAY LENGTH OF THE
ARCHERS.
VERIFY2) FYTSETTING TF SRINST LLE ON ANE SUREEN,
LLTHE SPAN. THIS " AXUED SPAN MEASUREMENT
SHALL NOT EXCEED THE MAXIMUM OF:
A)) THE NOMINAL SPAN N"OR
B) THE "INSTALLED SPAN MEA SURE'
IF TTHECHNITSALL BMEASUREMENTLIFTEDRESET EDSUNTIL
THE AMOUNT,
THE ALLEUSIAN A LIFTEDAND RESET LIMIT
THE
"INSTALLED SPAN MEASUREMENT MEETS THE LIMITS.
13.5. PLACEMENT OF WINGWALLS, HEADWALLS AND FOUNDATION UNITS
- THE WINGWALLS, HEADWALLS AND FOUNDATIONS SHALL BE
PLACED AS SHOWN ON THE PLAN DRAWINGS. SPECIAL CARE
SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE
AND GRADE.
13.8. JOINT PROTECTION AND SUBSURFACE DRAINAGE
13.6.1. EXTERNAL PROTECTION OF JOINTS - THE BUTT JOINT MADE BY
TWO ADJOINING BRIDGE UNITS SHALL BE COVERED WITH A %" x
IW PREFORMED BITUMINOUS JOINT SEALANT AND A MINIMUM OF
A 9" WIDE JOINT WRAP, THE SURFACE SHALL BE FREE OF DIRT
BEFORE APPLYING THE JOINT MATERIAL. A PRIMER COMPATIBLE
WITH THE JOINT WRAP TO BE USED SHALL BE APPLIED FOR A
MINIMUM WIDTH OF 9" ON EACH SIDE OF THE JOINT. THE EXTERNAL
WRAP SHALL BE CS212 BY CONCRETE SEALANTS INC., EZ-WRAP
RUBBER BY PRESS -SEAL GASKET CORPORATION. SEAL WRAP BY
MAR MAC MANUFACTURING CO. INC. OR APPROVED EQUAL. THE
JOINT SHALL BE COVERED CONTINUOUSLY FROM THE BOTTOM OF
ONE BRIDGE SECTION LEG. ACROSS THE TOP OF THE BRIDGE AND
TO THE OPPOSITE BRIDGE SECTION LEG. ANY LAPS THAT RESULT
IN THE JOINT WRAP SHALL BE A MINIMUM OF 6" LONG WITH THE
OVERLAP RUNNING DOWNHILL.
13.6.2. IN ADDITION TO THE JOINTS BETWEEN BRIDGE UNITS. THE
JOINT BETWEEN THE END BRIDGE UNIT AND THE HEADWALL SHALL
ALSO BE SEALED AS DESCRIBED ABOVE. IF PRECAST WINGWALLS
ARE USED, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE
WINGWALL SHALL BE SEALED WITH A 2'-0" STRIP OF FILTER FABRIC.
ALSO. IF LIFT HOLES ARE FORMED IN THE BRIDGE UNITS. THEY
SHALL BE PRIMED AND COVERED WITH A 9" x 9" SQUARE OF JOINT
WRAP.
13.6.3. DURING THE BACKFILLING OPERATION, CARE SHALL BE TAKEN
TO KEEP THE JOINT WRAP IN ITS PROPER LOCATION OVER THE
JOINT.
13.6.4. SUBSOIL DRAINAGE SHALL BE AS DIRECTED BY THE
ENGINEER.
13.7. GROUTING
13.7.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES
ARE EXPECTED TO GO BELOW 35° FOR A PERIOD OF 72 HOURS.
GROUTING SHOULD BE COMPLETED AS SOON AS PRACTICAL
AFTER PRECAST ARCHES HAVE BEEN INSTALLED. FILL THE
BRIDGE -FOUNDATION KEYWAY WITH CEMENT GROUT (PORTLAND
CEMENT AND WATER OR CEMENT MORTAR COMPOSED OF
PORTLAND CEMENT. SAND AND WATER) WITH A MINIMUM 28-DAY
COMPRESSIVE STRENGTH OF 3000 P51. VIBRATE AS REQUIRED TO
ENSURE THAT THE ENTIRE KEY AROUND THE BRIDGE ELEMENT IS
COMPLETELY FILLED. IF BRIDGE ELEMENTS HAVE BEEN SET WITH
TEMPORARY TIES (CABLES, BARS, ETC.) GROUT MUST ATTAIN A
MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI BEFORE TIES MAY
BE REMOVED.
13.7.2. ALL GROUT SHALL HAVE A MAXIMUM AGGREGATE SIZE OF %".
13.7.3. LIFTING AND ERECTION ANCHOR RECESSES SHALL BE FILLED
WITH GROUT.
13.7.4. AFTER GROUT HAS REACHED ITS DESIGN STRENGTH THE
TEMPORARY HARDWOOD WEDGES SHALL BE REMOVED AND THEIR
HOLES FILLED WITH GROUT.
13.8. BACKFILL
13.13.1. DO NOT PERFORM BACKFILLING DURING WET OR FREEZING
WEATHER.
13.8.2. NO BACKFILL SHALL BE PLACED AGAINST ANY STRUCTURAL
ELEMENTS UNTIL THEY HAVE BEEN APPROVED BY THE ENGINEER.
13.8.3. BACKFILL SHALL BE CONSIDERED AS ALL REPLACED
EXCAVATION AND NEW EMBANKMENT ADJACENT TO THE PRECAST
CONCRETE ELEMENTS. THE PROJECT CONSTRUCTION AND
MATERIAL SPECIFICATIONS, WHICH INCLUDE THE SPECIFICATIONS
FOR EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION
AND EMBANKMENT CONSTRUCTION, SHALL APPLY EXCEPT AS
MODIFIED IN THIS SECTION.
13.8.4. BACKFILL ZONES:
• IN -SITU SOIL
• ZONE A: CONSTRUCTED EMBANKMENT OR OVERFILL.
• ZONE B: FILL THAT IS DIRECTLY ASSOCIATED WITH PRECAST
CONCRETE BRIDGE INSTALLATION.
• ZONE C: ROAD STRUCTURE.
13.8.5. REQUIRED BACKFILL PROPERTIES
13.8.5.1. IN -SITU SOIL- NATURAL GROUND IS TO BE SUFFICIENTLY
STABLE TO ALLOW EFFECTIVE SUPPORT TO THE PRECAST
CONCRETE BRIDGE UNITS. AS A GUIDE, THE EXISTING
NATURAL GROUND SHOULD BE OF SIMILAR QUALITY AND
DENSITY TO ZONE B MATERIAL FOR MINIMUM LATERAL
DIMENSION OF ONE BRIDGE SPAN OUTSIDE OF THE BRIDGE
FOOTING.
13.8.5.2. ZONE A -ZONE A REQUIRES FILL MATERIAL WITH
SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO
THAT FOR NORMAL ROAD EMBANKMENTS.
13.8.5.3. ZONE B- GENERALLY, SOILS SHALL BE REASONABLY FREE
OF ORGANIC MATTER, AND, NEAR CONCRETE SURFACES,
FREE OF STONES LARGER THAN 3" IN DIAMETER SEE CHARTS
FOR DETAILED DESCRIPTIONS OF ACCEPTABLE SOILS.
13.8.5.4. ZONE C -ZONE C IS THE ROAD SECTION OF GRAVEL.
ASPHALT OR CONCRETE BUILT IN COMPLIANCE WITH LOCAL
ENGINEERING PRACTICES.
13.8.5.5. GEOTECHNICAL ENGINEER SHALL REVIEW GRADATIONS OF
ALL INTERFACING MATERIALS AND, IF NECESSARY,
RECOMMEND GEOTEXTILE FILTER FABRIC (PROVIDED BY
CONTRACTOR)
13.8.6. PLACING AND COMPACTING BACKFILL
DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN
3'-0" FROM THE BRIDGE LEG.
THE FILL MUST BE PLACED AND COMPACTED IN LAYERS NOT
EXCEEDING 8". THE MAXIMUM DIFFERENCE IN THE SURFACE
LEVELS OF THE FILL ON OPPOSITE SIDES OF THE BRIDGE MUST
NOT EXCEED 2'-0".
THE FILL BEHIND WINGWALLS MUST BE PLACED AT THE SAME TIME
AS THAT OF THE BRIDGE FILL. IT MUST BE PLACED IN
PROGRESSIVELY PLACED HORIZONTAL LAYERS NOT EXCEEDING 8"
PER LAYER.
THE BACKFILL OF ZONE B SHALL BE COMPACTED TO A MINIMUM
DENSITY OF 95% OF THE STANDARD PROCTOR. AS REQUIRED BY
AASHTO T-99.
SOIL WITHIN 1'-0" OF CONCRETE SURFACES SHALL BE
HAND -COMPACTED. ELSEWHERE, USE OF ROLLERS IS
ACCEPTABLE. IF VIBRATING ROLLER -COMPACTORS ARE USED,
THEY SHALL NOT BE STARTED OR STOPPED WITHIN ZONE B AND
THE VIBRATION FREQUENCY SHOULD BEAT LEAST 30
REVOLUTIONS PER SECOND.
THE BACKFILL MATERIAL AND COMPACTING BEHIND WINGWALLS
SHALL SATISFY THE CRITERIA FOR THE BRIDGE BACKFILL, ZONE B.
BACKFILL AGAINST A WATERPROOFED SURFACE SHALL BE PLACED
CAREFULLY TO AVOID DAMAGE TO THE WATERPROOFING
MATERIAL.
13.8.7. BRIDGE UNITS
FOR FILL HEIGHTS OVER 12 FEET (AS MEASURED FROM TOP
CROWN OF BRIDGE TO FINISHED GRADE), NO BACKFILLING MAY
BEGIN UNTIL A BACKFILL COMPACTION TESTING PLAN HAS BEEN
COORDINATED WITH AND APPROVED BY CONTECH® ENGINEERED
SOLUTIONS.
13.8.8. WINGWALLS
BACKFILL IN FRONT OF WINGWALLS SHALL BE CARRIED TO
GROUND LINES SHOWN IN THE PLANS.
13.8.9. MONITORING
THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL
DISPLACEMENT OF FOUNDATION TO ENSURE THAT THEY ARE
WITHIN THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER.
THESE MEASUREMENTS SHOULD GIVE AN INDICATION OF THE
SETTLEMENTS AND DEFORMATIONS ALONG THE LENGTH OF THE
FOUNDATIONS.
THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE
ERECTION OF ALL PRECAST BRIDGE SYSTEM ELEMENTS, A
SECOND AFTER COMPLETION OF BACKFILLING, AND A THIRD
BEFORE OPENING OF THE BRIDGE TO TRAFFIC. FURTHER
MEASUREMENTS MAY BE MADE ACCORDING TO LOCAL
CONDITIONS.
ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL
TYPICAL
USCS
MATERIALS
AASHTO
GROUP
AASHTO
SUBGROUP
PERCENT
uS SIEVE NO.
rvG
CHARACTER
PASSING NO. FRACTION 40 SIEVE
SOIL DESRIPTION
R10
#40
#200
LIQUID
LIMIT
PLASTICITY
INDEX
GW, GP, SP
GM, SW,
SP, SM
Al
A -la
A -lb
50 MAX
30 MAX
50 MAX
15 MAX
25 MAX
6 MAX
8 MAX
LARGELY GRAVEL BUT CAN
INCLUDE SAND AND FINES
GRAVELLY SAND OR GRADED
SAND, MAY INCLUDE FINES
GM, SM, ML,
SP, GP
SC, GC, GM
A2
A 41
A-2-5
35 MAX
35 MAX
40 MAX
41 MIN
10 MAX
10 MAX
SANDS, GRAVELS WITH LOW -
PLASTICITY SILT FINES
I
SANDS, GRAVEWTH
PLASTIC SILT FINES
SP, SM, SW
A3
51 MIN
10 MAX
NON-
PLASTIC
FINE SANDS
ML. 5M, SC
A4
36 MIN
40 MAX
10 MAX
LOW-COMPRESSIBILTV SILTS
IN -SITU
SOIL
FINISHED GRADE
COMPACTED MATERIAL
(SAME AS UNIT BACKFILL)
PRECAST
WINGWALL
A
VARIES
ANCHOR
1'
GROUT
FINISHED
r GRADE
TO ROADWAY
— BASE/ FINISH
GRADE OR 2-0" MIN.
SPAN
FILL HEIGHT
ACCEPTABLE MATERIAL
INSIDE ZONE B
5 24'-0"
a 12'-0"
A1, A3
s 24'-"
<12'-0.
A1, A2, A3, A4
> 24,0"
ALL
A1, A3
BACKFILL REQUIREMENTS
IN -SITU
SOIL
WALL BACKFILL REQUIREMENTS
LIMITS OF
EXCAVATION
ZONE A
LIMITS OF CRITICAL
BACKFILL ZONE (C.B.Z.)
LIMITS OF CRITICAL
BACKFILL ZONE B
A
5011 7
SOIL
TIE RODS
MARK
DATE
REVISION DESCRIPTION
BY
CONTECH'
ENGINEERED SOWTIONS LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
/ CON SPAN.
C/O -SERIES
DYOB
DRAWING
CON/SPAN 0-SERIES
SPECIFICATIONS
PROJECT No.:
SEQ. No'
DATE
DESIGNED'.
DYO
DRAWN DYO
CHECKED:
DYO
APPROVED:
DYO
SHEET NO.: D7 OF D9
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MARK
DATE
REVISION DESCRIPTION
BY
CONTECH
ENGINEERED SOLUTIONS LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
CON SPAN.
CO-SERIES-
DYOB
DRAWING
CON/SPAN 0-SERIES
ARMORTEC EXAMPLES
PROJECT No.:
DESIGNED:
DYO
CHECKED
DYO
SHEET No
D9
DATE:
DRAWN:
DYO
APPROVED
DYO
DF D9
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INSIDE FACE OF "0"
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PRECAST BRIDGE UNIT
C.I.P. CONCRETE
BLOCKOUT IN PRECAST CROSS MEMBER
FOR CIP CONCRETE PASSAGE BETWEEN
CELLS
SECTION
FOUNDATION WIDTH
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(NOT PROJECT SPECIFIC)
EXPRESS FOUNDATIONS
MARK
DATE
REVISION DESCRIPTION
BY
CtI=NTECH`
ENGINEERED SOLUTIONS LLC
www.ContechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069
800-338-1122 513-645-7000 513-645-7993 FAX
CONSPAN.
0-SERIES-
DYOB
DRAWING
CON/SPAN 0-SERIES
EXPRESS FOUNDATION SAMPLES
PROJECT w.,
DATE
DESIGNED:
DYO
AWN DYO
CHECKED:
DYO
APPROVED:
DYO
SHEET N0.'.
D8 of D9
Technical Supplement 14K
Streambank Armor Protection with Part 654
Stone Structures
National Engineering Handbook
Figure TS14K-2 Typical riprap section
Creek
bottom
T
Variable
0
2 ft minimum
Side view
3 ft 6 in
minimum
k 1
2 ft 6 in minimum
This part of slope planted
to shrubs and grass
1 ft minimum
Top of slope
Edge of rock
Original ground line
Fill
Geotextile or bedding
material as needed
Front view
(210—VI—NEH, August 2007)
1- Placement direction
TS14K-7
USDA ENGINEERING HANDBOOK TS14K-7
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