20040766 Ver 3_Stormwater Info_20080102

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©2007 CONTECH Bridge Solutions Inc.

Installati®n Drauerings Sheet Index
CT1 TITLE SHEET, LOCATION PLAN & GENERAL NOTES
CT2 BRIDGE PLAN, ELEVATION & DETAILS
CT3 FOUNDATION PLAN, SECTIONS & DETAILS
CT4 DETAILS & NOTES
CT5 SPECIFICATIONS
CT'6 SPECIFICATIONS
TIMBERLAKE SUBDIVISION
LOT 56
NOTES
GENERAL NOTES:
i. This badge has been designed (orgeneml site SCOPE: This specification covers the manufacture and installation of the aluminum shucturel
conditions. the project engineershall be responsible plate structure detailed in the plans.
for the structure's suitability to the existing site
conditionsandforlhehydreulicevaluation- MATERIAL: The aluminum structuralplateshallcons(storplafes,dbs,andappurtenantitems
including scour and continuation ofsoil condib'ons. as shown on the plans and shall conform to the requirements ofASTM B 746.
'
"
Plate Thickness, db spacings, end treatment and type ofinvert and(ounda6on 18
-0
2.PriorfoconsWction,contraclormustvenfyall shallbeasindicatedontheplans.Allmanufacturingpmcessesincludfng 9'-0' 9'-0"
elevations shown through the engineer. corrugating, punching, curving andgaNanizingshallbe pertormed within the
United States using raw matedals made in the United States.
3, Only CONTECH Bridge Solutions Inc.
the Multi-Plate approved supplierin North Carolina ASSEMBLY: Bolts and nuts shall conform fo the requirements o/ASTM A307orASTM A499.
may provide the structure designedin acorance with The stmcture shalt be assembled in accoMance vnth the shop drawings y
o
these plans. provided by the manufacturer and per the manufacturer's recommendations. e
DESIGN DATA Bolts shall be Hghlened using an applied torque of behveen 100 and 150 R.-Ibs.
Design Loading: INSTALLATION: The structure shall be insfalledin accoNance vnfh theplans and I
Aluminum SfrucluralPlafe: HS20-44 speci(cations, the manufacturers recommendations, andtheAASHTOStandard
Headwalls: Earth Pressure Only Specification For Highway Bddges, Section 28 (Division II).
Wingwalls: Earth Pressure Only

Design FillHeighf:2'-0"min./max.
BEDDING: Bedd~'ngprepara8oniscnt(caltobothstmctureperformanceandseMcef((e. ~ ~ ~~w
-U--
~SWcture
from top of crown to fop of pavement. The bed should be constrocted !o uniform fine andgrede to avoid distortions That may
Design Method; Load faclorperAASHTO Specifica5on create undesirable stresses in the stmcfure and/orrapid deterioretion oithe roadway.
Net allowable soil bearingpressure: 3000 PSF ` The bedshould be free ofrock formations,protruding stones, frozen lumps, roots, and
Gross allowable so(I bearingpressure: 3400 PSF ` other foreign matterthat may cause unequal settlement. The foundation must
be capable of providing a bearing capacity of of least one and a haN (1.5J Ions persquare foot.
`Foundati'on excava8on and su6grade preparetion shall be
inaccoMancewithfhegeotechnicalreportforthisproject BACKFILL• Thesfructureshallbebackfilledusingcleanwellgrededgranularmatedal ~I
prepared by Geofechnologies, Inc. dated 2/f2/07. that meets the requirements ofAASHTO M-1451orsoil classificah'ons A-2-4 or
A-2.5. Backtill must be placed symmetrically on each side of the o
MATERIALS stmcture in 8 to 8 (rich IiRs. Each !h shall be compacted to a minimum of a
C~
Aluminum structural plateshallbeconsfmctedandinsfalled 90peroentdensityperAASHT07180.
in accordance with CONTECH Spedficafions.
Concrete forFootings shall have a minimum NOTE: Construction loads that exceed highway load limits are not allowed on the structure
compressive strength of 4000 psi. Rein/arcing without approval from the engineer !J've load traffic is not allowed on the sfmcture L 0 CA TI ON PLA N
steel forloo5ngs shall conform IoASTM A615 until the sWcture has been back5lkd and paved. not fo scale ----~=
orA996•Grade 60. ~s'~"su`•~
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GENERAL NOTES
PLAN
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at fransihon from the
to the leveling pad.
18'-n"
22'•0" Span
TYPICAL END ELEVATION
0 2' S' 8'
Unit Drainage FiII
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BRIDGE PLAN
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BRIDLE SOLUTIONS INC.
8430 University Executive Park Drive
SuBe 695
Chadotte, North Carolina 28262
7845483428
784548.8586 fax
8805263998
Modular Blocks -
Grout between block & headwall
using non•shdnk type grout
conforming fo ASTM C1 i07.
Trim blocks to leave no gap with
headwalllargerlhan a".1

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Fascia plate6"x4°x,b"hot) 1'-0" 1
rolled steel angle (galvaruied
finish) oras specified Aluminum arch
Geotex8leatfachedwifh orboxcuNert
construction adhesive
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Wall Design Note: The design of fhe Modular Block Wall, including all calculations andgeofex8fe and
layerconfigura6on, shallhe performed by a registered Civil Engineerlicensedln fhe state of Virginia
Backfill Nofes;
1. The Back811is required fo be a free
draining mefedal fo the high waferlevel
(hwl)
Keystone 4"Cap Unit
1
Keystone Standard Unif 3P r
HWL
Rip Rap Slane Layer
(forerosionalcrontrolJ~ ~~
Grade
Fabdc
Unreinforced Concrete
Leveling Pad
Drainage Dkch
(see detah below)
r8"min low Permeable Soil
~Refained Soil?
Free Drelning Matedal
Approximate Excavation line
~' ~Geosynthetic Fabnc
Unit Core Fill
(3/4"Crushed Rock orSloneJ
TYPICAL REINFORCED RIVER WALL SECTION
STANDARD UNIT -NEAR VERTICAL SETBACK
not to state
4" Concrete orBiSmunous
Drainage Ditch
~3'-0"
I I I
Note: Required to divert rurro8 from
/lowing overface of wall, and divert wafer
ro away from back of wall area • also
required forsafety considereb'ons.
DRAINAGE DITCH DETAIL
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
(2) • 4" Cap Units or 4" Cap Unit
(1) • 8" Cap Unlt 8"Standard Unit
ELEVATION
TOP OF WALL STEPS
not fo scale
Unrelnforced Concrete
Leveling Pad
>_ 8" Sfep
ELEVATION
BOTTOM OF WALL STEPS
not to scale
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,:
STANDARD ELEVATION
e
STANDARD PLAN
not to scale
STANDARD UNIT
not to scale
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3'-U"
SECTION
LEVELING PAD DETAIL
not to scale
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STRUCTURAL PLATE
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BRIDGE SOLUTIONS INC"
8430 University Executive ParkDrive
Suite 695
ChedoBe, Nodh Carolina 28262
To4~46~429
yo4~43-a5esiax
890.5263999
DETAILS & NOTES APPROVAL ONLY
NOT FOR CONSTRUCTION
NORTHCAROL(NA ~ myaarra
15959
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SPECIFICATIOIUS FOR MA~UFACTUREAIVD IIVSTALLATIDtN OF COiVTEC~I®ST~UCTURAL PLATF SYSTEMS
1-GENERAL II -ALUMINUM STRUCTURAL PLATE
1.0 STANDARDS AND DEFINITIONS
1,1 STANDARDS-Allsfandardsrelerfolatesteditionunlessothenvise
noted
1.1.1 ASTM D-698.70 (Method CJ "SfandaN TestMethods for
Moisture. Density Relations of Soil and SoflAggregafe Mixtures
Using 5,5-Ib (2,5 kg.) Rammer and 1Rinch (305-mmJ Drop".
1.1.2 ASTM 0.2922"Standard TestMethod(orDensltyofSoGand
Soil Aggregate in Place by Nuclear methods (ShallowDepthJ ".
1.7,3 ASTM D•1556"Standard Test Method for Density ofSolNnlace
6y the Sand•Cone Method".
1.1.4 ASTM D-1557 "Standard test MefhodlorLaboratory
CompactionCharacledsG'csofSoilUsing Modi(edEfiort."
1.2 DEFINITIONS
1.2.1 Owner- In these specifications the word "Owner"shallmean
Beecham Bailders
1.2.2 Engineer- In these specifica5ons the woN "Engineer" shall
mean the Ownerdesignatedengineer.
1.2.3 Design Engineer- In these specifications the vrords "Design
Engineer" shall mesa CONTECH Bridge SolaGons Inc.
1.2.4 Contractor-In thesespecificafionstheword"Contrecfor"shall
mean the firm orcorporatio undertaking the execuG'on o/any
work under the terms of these specifications.
1.2.5 Approved- In these specifications the wom"'approved"shall
refer to the approval of the Engineerorhis designated
representafive.
f.26 As Directed - In these specifications the woNs "as direcfeo'"
shall refer to the directions to the Contrectorfrom the Owner
or his designated representative.
2.0 GENERAL CONDI770NS
2.1 The ContractorshatlNmishalllabor,matedalandequipmentand
perform all work and services except those set oaf and lumished by the
Owner, necessary fo compfefe in a satisfactory mannerthe site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein, TGis work shall consist of all mobilization
clearing and grading, grabbing, stripping, removal o(exisG'ng material
unless otherwise stated, preparation of the landto be filled, fitting oflhe
land, spreading and compaction of the fill, and all subsidiary work
necessary to complete the grading o(the cut and fill areas fo conform
with the lines, grades, slopes, andspecificaG'ons. This work is fo be
accomplished under the observation o(the Ownerorhis designated
representaG've.
22 Pdorto bidding the work, the Conlracforshallezamine, invesb'gateand
inspect the conslrucG'on site as to the nature andlocation olthe work, and
the general and Local conditions al the constrvcb'on site, including, without
limitation, the character of sudace or subsudace conditions and obstacles
to be encountered on and aroundlhe construc8on site; andshallmake
such additional invesG'gation as he may deem necessary for the planning
andproperexecution of the wodr.
1/conditions other than those indicated are discovered by the Contractor,
IheOwnershouldbenotifiedimmediately. Thematedalwhichfhe
Contractorbelieues to be a changed condition should not be disturbedsa
that the owner can investigate the condition.
2.3 the construction shall be performed under the direction of an experienced
engineer who is (amilfarwith the design plan.
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~tv(:s m tl~ pcla! mrca, atph~eermd cat 6~rtr6y CONE ECH flAJae
SoNamsMA Abpa1d01bdiee4r7treytie uteri, repodp.l,amodd"sdN
anma~v,axa~nraatxxr~BV>~~,acon~cxeramsaaaa,t
Inc.MY~xh use,repode~t, amod6reaat dtlYsCrahing& dateetMe
usefeowntlekend9ausaepeesm ueenw7, Ce(aMendholdAvrdess
rmvrscx af4~a Mc, rya ~taepa~r s,n eM aAU~aa, awry, ~e
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IAe, lAtS'Oda$LYI alip'l~fal.
Hdaaeperdes Darrear NewOPaedlnfomrolbtendedu¢IAaldca~dM'avert
awamAVMuaMe xakprymrses, tlresedrece{endmmusr6eraaweEla
CCMECx aware SaLYcne Mc, 4rvrey¢Iey rareereWeam dNe Ems.
REVISIONS
1.0 GENERAL
1.1 This work shall consist of famishing, fabricating, andinsfallaG'on ofa
Structural Plate arch culvert in conformance with these specifications, the
manufacturerprovisions, end the details shown on the plans.
1.2 The contractor shall verify the actual location of all utilities to the field
before beginning any work That could be impacted by These ufiFG'es.
1.3 Contractormust nofily/contact atl utifitycompanies to determine exact
locations o/existing utilities prior to commend~'ng any work on this
cantrecf.
1.4 Conlrectorshallcoordinateconsfructionwifhworkdonebyothers
adjacent to orwifhln the contrectlimifs.
2.0 DIMENSIONS
2.1 The proposed structure shall be a Aluminum Structural Plate amh with the following
dimensions:
Span: 22'-0"
Rise: 6'-11"
2.2 All plan dimensions on the contract drawings are measured in a true
hodzontalplan unless otherwise noted.
2.3 Afldlmensfons,locations,andefevationsofexisGhgstrucfuresshownon
(he contract drawings shalt be verffied by the contracforin the field.
3.0 ASSEMBLY
3.1 Bolts Shal! be G'ghtened using an applied torque between 100 and i50
foot pounds.
4.0 WORKMANSHIPANDINSPECTIONS
Afl metal piping matedals shall conform to the workmanship and inspection
requirements o(AASHTO M36 and M167.
5.0 MATERIALSANODIMENSIONS
5,1 Steel structural plate arches shall conloran to the requirements of
AASHTO M219 andASTM8746.
5.2 Bolts and nuts shall meet the provisions ofASTMA-449 andASTMA-563,
Grade C, respectively, and shall be galvanized fn accordance with the
requirements ofASTM A-153, Class C.
6.0 INSTALLATION
ASSEMBLY. The Structure shallbe assembledinaccordance with the
Manufacturer's inshucGons. All plates shall be unbading and handled with
reasonabfecare. Pfatesshallnofberolfedordraggedovergravelmckandshall
be prevented from striking rock or other hard objects during placement in french
or on bedding.
The Structure shall be placed in the looting starting at the downstream end.
Structures with circumferential seams shallbe installed with theirinside
circumferential sheet laps pointing downstream.
111 - f00TfNG5
1.0 EXCAVATION FOR FOOTINGS
1.1 Footing excavation shall consist of the removal ofall malarial, ofwhatever
nature, necessary for the constmction of foundations.
1.2 It shallbe the respons)bility of the Contrectorfo identi/y andrefocafe all
existing utilities which conflict with the proposed looting locations shown
on the plan. The Contractormust call the appropriate utilty company et
least 46 hours before any excavation to request exact Geld locab'on of
utilih'es, and coordinate removalandinsfalfation ofalf W'IiGes vrith the
respective utility company.
1.3 The side ofall excavations shalt be cut to preventsliding orcaving ofthe
material above the fooG'ngs.
1.4 ExcavatedmaterialshalfbedisposedinaccoNancewifhtheplan
established by the Engineer.
1.5 Thefoofingsaredesignedforabearingcapacityof3000ps/,andfhisshall
be veri(ed in the Geld before constmcG'on.
2.0 CONCRETE FOOTING DIMENSIONS
The footings shall be reinloroedln accoMance with the consWction drawings.
IV • SLOPE COLLARS
1.0 Areinforoedconcreteslopecollarshallbeformedandpoun;deteachendofthesWcfurestn
accordance with the plan dimensions.
2.0 The ends of the corrugated structure shall be step beveled as shown on the plans. The rein/oroed
concrete slope collars shalt be formed and poured fo conlonn to the backfiGal the finishedgrede of
each end.
V-CONCRETE
1.0 CODES AND STANDARDS
1.1 Reinforced concrete shall conform to the requirements o/AASHTO
Standard Specifications lorHighway Bridges, Division II • ConsWcGon,
Section 8, "Concrete Structures", for Class A concrete, having a minimum
compressive strength of 4, 000 psi.
2.0 STANDARDS FOR MATERIALS
2.i Portland Cement- Conorming to ASTM Specifcat'on C-450; Type I orll.
2.2 Wafer-Thewatershallbeddnkable,cleanfreefrominjuriodsamountsol
oils, acids, alkafrs, organic matedals, ordeleterious substances.
2.3 Aggregates -Fine and coarse aggregates shallconform to current
ASTM SpeciScafion C-33 "Specification forConcrete Aggregates"except
that local aggregates which have been shown by tests and by actual
service to produce satisfactory qualifies may be used when approved by
the Engineer.
i
2.4 Submittals -Test data and/or cerfKcaG'ons to the Ownershall be famished
upon request.
3.0 PROPORTIONING OF CONCRETE
3.1 COMPOSITION ~
3,1.1 The concrete shallbe composed of cement, fine aggregate,
coarse aggregate and water.
3.1.2 The concrete shallbe homogeneous, readily pfaceable and
uniformly workable and shall tie proportioned in accordance with
ACT.211.1. i
3.1.3 Proportions shallbe established on the basis olfield experience
with the matedals to be employed. The amount ofwaferused
shall not exceed the maximum O.q9 water/cement reG'o, and
shall be reduced as necessary to produce concrete of the
specified consistency at the time of placement.
3.1.4 An airentraining admixture, conforming fo the requirements of
ASTM C260, shall be used in all concrete famished under this
contract The quantity of admixture shall be such as to produce
an air content in the freshly mixed concrete of 6 pement plus or
minus 1 percent as determined in accoro'ance with ASTM C231
or C113.
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BRIDGE SOLUTIDNS INC.
8436 University ExecuMe ParkDrtve
Suite 695
ChedoGe, North Carolina 28262
ro4.54e-6420
704548.8586 far
8005263899

SPECIFICA TIONS FOR MAIVUFACTUREAND Il VSTALLA TIOIV OF C01 UTECH®STRUCTURAL PLA TE SYSTEMS
3.2 Qualifies Required • As indicated fn the fable below:
TABLE V•1
QUALITIES REQUIRED
ITEM QUALI7YREQUIRED
Class _
A
T e of Cement I orll
Com resslve Stren th fc 2B Da s 4000 sf
Slum inches 2.4ln.
3.3 Maximum Size of Coarse Aggregates -Maximum size o/coarse aggregates
shall not be larger than 38 mm (1 % inches).
3,4 Rafe o1HaMening of Concrete • Concrete mix shall be adjusted to produce
the required rate ofhardening /orvaded climatic condifions:
Under 40F Ambient Temperature • Accelerate calcium chlodde at 2% is
acceptable when used within lherecommendab'ons o/ACI.306R "Cold
Weather Concreting." Admixtures containing chlodde ion in excess of 1%
6y weight o/admixture shall not be used in reinforoed concrete.
4.0 MIXING AND PLACING
4.1 Equipment -Ready Mix Concrete shall be used and shall conform fo the
"Specificafionstor ReadyMix Concrete,"ASTM C•94. Approval is required
prior to usingjob mixedconcrete.
4.2 PreparaG'on • All work shall be in accordance with ACI-304, "Recommended
PracticelorMeasudng, Mixing, Transporting and Placing Concrete." All
construction debds and extraneous matter shall be removed from within
the forms. Concrete shall be placed on clean surfaces, free from water.
Concrete that has to be dropped four (4) /eat ormore shall be placed
through a tremie.
4.3 All concreteshalibeconsolidafedbyinfemalmechanicalvibreb'on
immediately aRerplacement. Vibretors shall be ofa size appropriate for
fhe work, capable of transmitting vibration fo concrete at frequencies of
not Less than 4,500 impulses perminut.
5.0 FORM WORK
5.1 formsshalfbeofwaod,steelorolherapprovedmafedalandshallbeset
and held true to the dimensions, lines and grades o/fhe structure (foobbgsJ
prior to and during fhe placement of concrete.
5.2 Forms shall not he removed until the concrete has sufficfenl strength to
prevent concrete drainage.
6,0 CURING
6.7 Fresh concrete shalt beprotected/Tom reins, flouring waferand mechanical
injury for a period offour (4) days.
7.0 REINFORCING STEEL
7,1 MATERIAL
7. i. f All rein/orcing bars shall be deformed bars (ASTM•A615J Grede 60.
7.2 BENDING AND SPLICING
7.2.1 Barrein/orcemenf shall be cut andbent fo the shapes shown on the plans. Fabdcab'on
tolerances shall be in accordance with ACl 315. Al16ars shall be bent cold, unless
otherwise permitted.
7.2.2 Aflrein/orcementshallbe/urnishedinthefulllengthsindicatedonlheplansunfess
otherwise permitted. Excepl Ior splices shown on the plans and splices forNo. 5 or
smallerbars, splicing of bars will not be permitted without written approval. Splices
shall be staggered as faros possible.
7.2.3 In lapped splices, the bars shalt be placed and wired in such a manneras to maintain
the minimum distance to fhe sudace of the concrete shown on fhe plans.
7.2.4 Substitutionordifferentsizebarswillbepermiffedonlywhenauthodzedbylhe
engineer. The substituted bars shall have an area equivalent to the design area, or
larger.
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m ere piy~t o~, enpavreM canN~r trx coNleeH Bodge
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enYmeiu~erwMaAdwPda~ndlme~apnefhn cf WNIECHBr(Qe adA'nu
Inc Any aM use, mpodatAR a modradcn of tln dmdGp fs dune el fhe
usaborm rakeMMa useregmm mtAemNfr; dera~geMM'dharmf~s
cavlscHaddgesawa~o,e I/,C. rNT®'Id8Q9N918AyeAdeap'9hfd, flAQ°IIJ~ 6Id
a~rsa, Ndu&'iA, ddnol6rJmdf4 rear~ne6N edameyefee; edeNgNm waY
[sa,~~armfA~O'on.
Brtbae{andar beMea•,CSeuq~Nbmatfne~deWml6eBmidSnaam
aiwmlared es ale xak papmssas, tl~ve muel ba iepaYed m
cavrscH adagesdulU,c Na, NmsrlNNlyMmealuetgt ame dom.
CONIECH BrMge SduE'me Inc. aavnb m f~0kv fadeBdrro las W m
7.3 PLACENGANDFASTENING
7,3.1 SfeelreinforoementshallbeaccurafelyplacedasshownontheplansandfirmlyheldM
position dudng the placing and setting of concrete. Bars shaflbe h'ed of all
Intersections around the pedmeter of each mat and at not less than 2 foot centers Drat
everylntersecfion, whicheveris greater, elsewhere. Welding of cross bars (tack
welding) will not be permitted for assembly of reinforcement.
7,3.2 Refnlorcingsteelshallbesupportedlnitsproperposifionbyuseo(mortarblocks,wlie
barsupports,supplementarybarsorotherapproveddevices. Such devices shall be of
such height and placed at sufficiently frequent intervals so as to maintain the distance
between the reinforcing and the formed surface or the fop sudace within 1/4 inch of
that indicated on the plans.
MINIMUM LIMITS OF COMPACTED SELECT
FOR HEIGHTS OF COVER
6'•0"Minimum OVER B', PAYCLOSE 6'•D'minimum
ATTENTION i0 NOTE #4.
NORMAL ROADFILL ABOVE
~ MIN. COVER LEVEL
NATURAL t
UNDISTURBED
EMBANKMENT
W
0~
W
MP I S w
ARCH ~ ~''
~~
SECTION
® CRITICAL BACKFILL ZONE, PRESSURE ON SOIL GREATEST HERE
INITIAL LIFTS OVER CROWN OF STRUCNRE AS INDICATED BY
® SHADEDAREA708ECOMPACTEDTOREQUIREDDENSITYWI7H
HAND OPERATED EQUIPMENT OR WI TH SMALL TRACTOR (D-0
OR SMALLER) DRAWN EQUIPMENT.
® SELECTGRANULAR STRUCTURAL BACKFILL LIMITS.
NOTES:
1. ALL SELECTGRANULAR BACKFILL TO BE PLACED INA
BALANCED FASHION fNTHIN LIFTS (6'-B"LOOSE
TYPICALLY) AND COMPACTED TO 90 PERCENT DENSITY
PER AASHTO T-99.
2. COMPLETE AND REGULAR MONITORING OFTHE MP
SHAPE IS NECESSARY DURING ALL BACKFILLING OF
THE STRUCTURE
3. PREVENT EXCESSIVE DISTORTION OFSHAPE AS
NECESSARYBY VARYING COMPACTION METHODS
AND EQUIPMENT
4. GREATER OR LESSER DISTANCE MAY BE REQUIRED.
DISTANCE DEPENDS ON BEARING LOAD FORANY
GIVEN LOADING, STRUCTURE SHAPE AND BACKFILL
MATERIAL. THIS MUST BE EVALUATED BY THE
PR0.IECTENGINEER FOR EACH SPECIFIC SITUATIDN.
H
MINIMUM LIMITS OF
COMPACTED NORMAL
I
J
W4
Up
QQ
~q
U~
~~
JZ
ADDITIONAL BACKFILL NOTES:
SATISFACiORYBACKF1Ll MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTHAND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FR02EN 1UMPS, AND FOREIGN j
MATERWL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE 70 CREATE VOIDS.
BACKFILL MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF AASHTO M-145 FOR SOIL CLASSIFICATIONS A-2-0and A•2-5.!
BACKFILL MUST BE REPLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE fN
6"LOOSE LIFTS. EACH LIFT IS TO DE COMPACTED i0 A MINIMUM OF 90X DENSITYPER
AASHiO 7-99.
A HIGH PERCENTAGEOF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE
NEED FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENTSOIL
MIGRATION
DURING BACKFILL, ONLY SMALL TRACKED VEHICLES (D-0 OR SMALLER) SHOULD 8E
NEAR THE STRUCNREAS FILL PROGRESSES ABOVE THE CROWN AND TO THE
FINISHED GRADE. THEENGINEERANDCONTRAC70RARECAU710NEDTHATTHE
MINIMUM CDVER MAY NEED TO BE INCREASED TO HANDLE TEMPORARY
CONSTRUCTION VEHICLE LOADS. (LARGERTHAN D-0J
X11//
BRIDGE SOLUTIONS iNC,
~~ I~/
®®®®®e
STRUCTl1RAL PLATE
tW30UnNersilyFxecufiveParkDlNe SPECIFICATIONS APPROVAL ONLY;
Suite B95 NOT FOR CONSTRUCTION
Charlotte, North Carolina 28262 CIAITON NORTHCAROLiNA JVP F~dhb. ~
aa„„ 15959
TB4.548$426 r~>~~~aR1AKE SUDDIVI'SI®~1 ~,, ~~ ,~,~
8~04,;48A586fax g O~ ~~ JVP
1 ~ ~2T~BBT CT6

Irostallati®n Drawings Sheet Index
CT1 TITLE SHEET, LOCATION PLAN & GENERAL NOTES
CT2 BRIDGE PLAN, ELEVATION & DETAILS
CT3 FOUNDATION PLAN, SECTIONS & DETAILS
CT4 DETAILS & NOTES
CT5 SPECIFICATIONS
CT6 SPECIFICATIONS
TIMBERLAKE SUBDIVISION
LOT 57
NOTES
GENERAL NOTES: '
1. This bodge has been designed lorgenerel site
' SCOPE: This specification covers the manufacture and installation of the aluminum structural
cond
lions. The projectengineersha8beresponsible platesfrucfurodefailedintheplans.
forthe structure's suitability to the existings8e
conditions and forthe hydraulicevaluatian-
' MATERIAL: The aluminum structural plate shall consist of plates, ribs, andappurtenant items
includ
ng scour and confimtafion of soil conditions, as shown on the plans and shall conform to the requirements of ASTM 8 746.

2. Pdorlo construction, controctormust verily all Plate thickness, rib spacings, end treatment and type of inved and foundation

elevations shown through the engineer. shall be as indicated on the plans. All manufactudngprocessesIncluding
corrugating, punching, curving and galvanizingshall bepedormed within the ~

3. Only CONTECH Brfdge Solutions Inc. United States using raw maledafs made in the United Sfafes.
the Mulfi•Plafe approved supplierin North CaroBna ASSEMBLY.• Bolts and nuts shall conform to the requirements ofASTM A307orASTM A449.
may provide the structure designed in accondance with The structure shalt be assembled in accordance with the shop drawings
these plans. provided by the manufacturer and per the manufacturer's recommendations.
DESIGN DATA Botts shallbe tightened using an applied torque of between 100 and 150 ft. lbs.
Design Loading: INSTALLATION: The structure shall be installed in accordance with the plans and
Aluminum Structural Plate: HS20.44
specifications, the mono/acturers recommendations, and the AASHTO Standard
Headwalls: Earth Pressure Only Specification For Highway Bridges, Secb'on 26 (a'vision 1IJ.
Wingwalls: Earth Pressure Only
Design Fill Height: 2=0"min./max. BEDDING: Bedding preparation is critical to both structure performance and service life.
from fop o/crown to lop of pavement. The bed should be constructed to unflorm line andgrade to avoid disfor8'ons that may
Design Method: Load faclorperAASHTOSpecification create undesirable stresses in the structureandrorropiddefedorab'onoftheroadway.
Net allowable soil6eadngp2ssure; 30D0 PSF" The bed should be free of rock formations, protruding stones, frozen lumps, roofs
and
Grossalfowablesoilbeadngpressure:3400PSF' ,
otherloreignmafferthatmaycausewequalsetdement. The foundation must

Foundab'on excavation and subgrade preparation shallbe be capable of providing a bearing capacity of at least one and a haB(1.5J tons per square foot
in accodance with the geotechnicalreportforthisproject BACKFILL: The structure shall be backfilled using clean well gmdedgranularmatedal
prepared by Geotechnologies, Inc, dated 2J17107. that meets the requirements of AASHTO M-145 for soilclassificab'ons A-2-4 or

MATERIALS A•2.5. Backfilf must be placedsymmetdcallyon each side oflhe
structure in 6 fo 8 inch fills. Each IiR shall be crompacted fo a minimum of
Aluminum structuralplafeshallbeconsWctedandinsfalled 90peroenldensityperAASHT07160.
in accordance with CONTECH Specifications
Concrete forFoofings shallhave a minimum NOTE Constmction loads that exceed highwayloadlimits are not allowed on the structure
compressive strength of 4000 psi. Reinforcing without approval from the engineer. live load traffic is not allowed on the structure
steel forlootings shall conform to ASTM A615 until the structure has been backfrlled and paved.
orA996•Grade 60.
18'-0"
I g'-D" 9'-0" I
-U-"
¢ Structure
~I
3
b
0
C•>I
LOCATION PLAN
not to scale
~~ ~~/
STRlJC3'U ~ PLA`TE
o xo7, i7re derE:mendMamstirsham m NAa d~rgb pvlAedma
miNw btliep9'edaxne6 aghsa'eMmn6eawb,'CCMECH&Hae
SalMOns ew1lepvf aawdsWgnreyde used, mpodeed, wnfrn
enYnren~rerwiCpAtlrePiorwn~ eudadmdn aCONfECHBddpeeaFRas
In¢MYsuo7 use, , ormodYraan ads tlrentipkdare elMe
usa'evrm dsYandiheum-prem kadanWfy, dehrdmidholdAemdan
cavraar edam sad„c ~ am erA areaw err ara ez ray, e,d
earense, haLd4~, dAnxkmYedm, ~mtahk etbtneyefeas, a4ahrA rrantteh
~e,a.
Csarom'a+muaEarepa~m
yrarea~miv~ acre ees'pi.
REVISIONS
\~//
BRIDGE SOLUTIONS [NC.
8430UniverslryExecuWaParkDme T1rGG SH~Gr, LOCATION PLAN ~ GENERAL NOTES APPROVAL ONLY;
Suite 695 NDT FOR CONSTRUCTION
Chadotte,NodhCerolina28262 CLAYTON NORTh'CAROLINA o n~arxi
15960
T04.546.6420 T~M~ERLAKE SU'~D9VfS~®N r RPU
Te o~sa~99sfifa,c L®P 57 ~
rom
N27/2007 ~~

iB'-0"
22'-0" Span x B'-1i" Rise
StrucfuralPlateAroh
ti
m V
A
' crz ~r/~`
V F`~
i ~ ~~~
~ ~ ~
°~ ~~~
i
~
~

L
BRIDGE PLAN
0 Z' 4' 6'
02Jar, IhBd%~1BIldMfYlil9GDfIbIpIM IXl nda di3Wa1J~~MPM9d Bee
~,rcema~pgmow:~r,a~at~earmaomlred«sycnxracaa~e s
sduvo,,amr.r~wpendwaa~nreysee~d, ~ vmoasedm
3
errymvm'srwitlroufMerACrxeutlicrtredindCONiECNa~fd5~5W>da~s
I~.MpwYuse~rep~ocktin~arta9fxa(nndtlYs damopki6ne el GS q
use's awn dakend 0e use' re Mam'N, dd97dend fcddhem'sss
CONfECHBddae Sa'unmalnCfmme>dyehnetryeMoacle6m, aed4ky, s7d 5
e>pxrsd dw4d'grENldGllYed(O,I~sneLVeeCa11B}~9NM, erkdpM1dn bv.~ 6
u~, reP'odud~ a nxdoYdai.
ndia~e~andue~t~,m,w~dhna,~mnandem~Irtald~ndmuere r
mranMedesab nnfrpvpeces, cYmedLaaepvldnmutMmpwlaim 8
COMEGfaddge so+~'moU~„NrmNelaykrre•a~aluarlen dmo ea~m• xa Dare
n ~` eyomeia"~`d"~`De~dai REV/S10NS

every other crourse for
2"black insulations board
erbacked with geotex8leJ
at transition from the
'o the leveling pad.
o r 4' s
Unit Drainage Fill
., LI; .•n . Ala I~._ I
I I ..II ~ • m•]. I I-I
ModufarBlocks ~ U', 1 Ill. I_i ~_
• ••u"• I Ina l .: _Backfil!
Grout behveen block & headwall ~ • I I;' u• •' v1 I _ III ~ I
using non-shrink type grout • I I II . ; 1nlr dI
conformingtcASTMC1107. ~~+ -~ -111 r
'~ 11'. -Ih ~ •Ilt I o
Trim blocks to Leave no gap wifh '^ I L,. , I .; ' III • - I I_I I
headwalllargerthan a". ' i I ~ ~. IU `
..y., ..,; , ~ ~ I
i~-p~~
- ¢Sfmclure Fasciaplale6"x4"x o"hot
rolled steel angle (galvanized
finish) or as specified Aluminum arch
Geotex8leattachedwith orboxculvert
consfrucfion adhesive
Type IV Ribs DETAIL 1
L~ 9" o.c. not to scale CT2
Data
\~ ~ ~/
BRIDGE SOLUTIONS INC.
8430 University FxecuBve Park Dln'e
Sulfa 695
ChadoBe, Norfh Carolina 28262
764548.8420
~o4.54B-B6es rax
8805263999
TYPICAL END ELEVATION
SECTION e
0 2' 4' e' Cr2

Wall Design Note: The design of the Modular Block Wall, including all calculations and geofextile and
layer configuration, shall be pedormedby a registered Civil Engineerlicensed in the state of Virginia
Back(rll Notes:
1. The Backtrll is required to be a /ree
dralning materiel to the high walerlevel
(hw1J
Keystone 4" Cap Unif~
Keystone SlandaN UNt 8P t~
HWL I
Rip Rap Slone Layer
(for erosional control)
Finished
Grade (
Geosynlhetic
Fahnc
UnreinPorced Concrete -~
Leveling Pad
Drainage Dlfch
(see detail below)
8" min. low Permeable Soil
i
- Retained Soil?
Free Draining Matedal
Excavation Uhe
~' ~GeosyntheficFabdc
Unit Core Fill
(3/4" Crushed Rock or Slane)
TYPICAL REINFORCED RIVER WALL SECTION
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
4" Concrete orBidmunous
Drainage Ditch
Note: Required to dived runoff from
flowing over face of wall, and dvert water
;, awaylrombackolwallarea-also
required for safety cortsldereh'ons.
DRAINAGE DITCH DETAIL
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
(2) - 4"Cap Units or 4"Cap Unlt
(1J - 8" Cap Unit 8" Standard Un1t
ELEVATION
TOP OF WALL STEPS
not to scale
Unreln/oroed Concrete
Leveling Pad
~ 8" Slep
ELEVATION
BOTTOM OF WALL STEPS
not to scale
~~ ~..
STANDARD ELEVATION
0
not to scale
STANDARD PLAN
STANDARD UNIT
not to scale
~2~~ _.,
~~-
3'-0"
SECTION
LEVELING PAD DETAIL
not fo scale
~~~~/
~TitUCTIJ L PLATE
o1ee7, hade~pnendh4metlona~w~m mtlds daWngmgoWAeda9 e
9evtamtlreprt~edm9n9~, 9n~,a9r~+~,o6r~ray~cxadds9
SdWap he AbpedNm§ draiWgmeYle wai,mpcdraC, amodEi9dN
eirymenmrwNnANepkrwNmnaWai~n MCONiECiI&kpeeokrtais
Inc. MY awY u9e, repodlrtlai, a n~eA&s0'ai of tl~ diaavp r9 dine of me
16BI'9 mtn R9RaMaawra,~9 muedmry, da~OM&Mlpldiams'969
wNrsarsowm,mc ncm9~d9o9umnnyenderoemg,s9~rY,~
9>aalse, Y,tl63q, am nd admd ro,1998JA9Db 9egT9y9 (AB6, fl Ngn 6 W'I
169,IXnKddM86'm.
tldda~era'e9 CuMp9n m9 99PFr9d mmma~n end 91L61 Psld o~Ml~ts ere
~mdsdw dm 9nkpq~a99es, tlreeedaaepandromwtDerepamdm
caxraca a~9 awru,9 r~ s,num9mry to mareWelbt am9 dam,
caxrECxa~ae9sd~ron9m~.~,mm~uymrd~yn,aa~don
m9 mnm mhmi9fnn eaP'od 6r ome 9.
REVISIONS
8430 UniversityExecuBve PerkDnve

\~ ~ ~/ ® Sutfe 6g5
Chedolle, North Carolina 28262
i ~~~~
®~~®® ~ ~
BRIDGE SOLUTIONS INC 70~~20
. 7°4-5488586 fax
800528,8g9g
DETAILS & NOTES APPROI VAL ONLY
l NOT FORCCNSTRUCTICN
NORTHCARDLINA JVF ar~an~
c~»n RPU 15960
TIi~EER19~41(E SUEDIVI31®1~ ~, ,~
~®T 57 ~ Cp4
om
8/27/20°7

SPEClF1CA TIOIUS FOR ~IAIUUFACTUEAIV®i~STALLA TION OF C0~1 TEC>H®STUCTU~AL PLA TE SYSTEMS
i• GENERAL II -ALUMINUM STRUCTURAL PLATE
1.3 The side of all excavations shat! be cut to prevent slio'ing or caving of the
1.0 STANDARDS ANDDEFiNITIONS 1.0 GENERAL matehalabovethefooG'ngs.
i. i STANDARDS • All sfandaNs relerto latest ediGbn unless otherv,4se 1.1 This work shall consist offurnishing, fabricating, andinsfallah'on o/a 1.4 Excavafedmaterialsfiallbe disposedin accoMance with the plan
noted. Structural Plate arch culvert in conformance with these specifcatons, the established by the Engineer.
menulecturer provisions, and the detailsshown on the plans.
1.1.1 ASTM D-698.70 (Method C) "SfandaN TestMelhods for

Moisture. Density Relations of Soil and Soil Aggregate Mixtures
i.2 The conlrecforshall ven/y the actual location of all utilities fn the field 1.5 The /ootrngs are designed for a bearing capacity o/3000 psi, and this shall
be verified in the (eld beforB construchon

Using 5.5•Ib (2.5 kgJ Rammer and 12-inch (305mm) Drop".
before beginning any work lhaf could be impacted by these utilihes. .

1,1.2 ASTMD-2922"SfandardTestMethodiorDensityolSo!land 2,0 CONCRETEFOOTlNGD1MENS10NS
1.3 Contraclormustnotify/confactallutilitycompanleslodetermineexact
Soil Aggregate In Place by Nuclearmethods (Shalbw DeplhJ ". locations o/existing ufiflfles phor to commending any work on this The footings shalt be reinforced in accordance with the construction drawings.
contract.
1,1,3 ASTM D•1556"StandardTesfMefhod/orDensltyolSoflinlace IV-SLOPE COLLARS
by the Sand-Cone Method". 7.4 ConiraclorshaA coordinate construcG'on with vrork done by others

1.1.4 ASTM D•1557 "Standard Test MelhodlorLaborefory adjacent toorwifhintheconfrecffimits, Z.0 Areinloroedconcrefeslopecollarshallbeformedandpoun;dafeachendoffhesWcfuresfn

Compaction Characfehstics o/Soil Using Modified ENort." accordance wffh the plan dimensions.
2.0 DIMENSIONS

1.2 DEFINITIONS 2.0
2.1 The proposed stmcfure shalt be a Aluminum Structural Plate arch with the following c The ends of the corrugafedstrucfure shallbe step beveled as shown on the plans. The reinforced
oncrete slope collars shall be formed and poured to con/orm to the backfill at the finishedgrede of

1.2.i Owner-Inlhese specifications the wont"Ownefshallmean dimensions: each end.
Beecham Builders Span: 22'-0"

1.2.2 Engineer- fn these specifications the woN "Engineel'shall Rise: 6'-i1" V • CONCRETE
mean the Ownerdesignafedeogineer. 2.2 AAplan dimensions on the contract drawings are measuredin a true f.0 CODESAND STANDARDS
horizontal plan unless otherwise noted.
1.2.3 Design Engineer- In these specifications the vrords'Design
Engineer'shallmean CONTECH Bridge Solutions inc
2.3 All dimensions, locations
and elevations olexisting sfmctures shown on i. i Reln/oroed concrete shall conform to the requirements o/AASHTO

1.2.4 Contractor-In these specificationslhewoM"Confraclof'shall ,
the contract drawings shall be venfiedby the controctorin the field. Standard Specificaflons for Highway Bridges, Division 11-Construction,
Section 8, "Concrete Structures", forClassA concrete, having a minimum

mean the rirm or corporatio undertaking the execub'on of any compressiveslrengfhof4,000psi.
work underthe terms of these specifications. 3.0 ASSEMBLY 2.0 STANDARDS FOR MATERIALS
i.2.5 Approved - In these specifications the woN "approved" shall 3. i Botts Shall be tightened using an applied Torque between 100 and 150 2.1 Portland Cement • Conforming to ASTM SpecificaG'on C-150
Type f or 11

referto the approvalof the Engineerorhis designated
footpourrds. ,
.
representative. 2.2 Water-The water shallbe drinkable, clean free from injuriousamountsof

i.2.6 As Directed - in these specifications the vrords "as directed"
4.0 WORKMANSHIP AND INSPECTIONS oils, acids, alkalis, organic materials, ordeletedous substances.
shall refer fo the directions to the Conlradorfrom the Owner
or his designatedrepresenfative. 2.3 Aggregates -Fine and coarse aggregates shall conform fo current
All meta! piping materials shall conform fo the workmanship andinspecG'on
"
"

requirements of AASHTO M36 and Mi67 ASTM Specification C-33
Specification forConcrete Aggregates
except

2.0 GENERAL CONDITIONS . that focal aggregates which have been shown by tests and by actual

5.0 MATERfALSANDDIMENSIONS service to produce satisfactory qualities maybe usedwhen approved by

2.1 TheConlrecforshallfumishalllabo~maferialandequipmenfand the Engineer.
perform all work andservices except those set oaf andfumished 6ythe
Owner
necessary to complete in a sob's/acfo
manner the site 5.1 Steel stmcturalplafe arches shallconfonn fo the requirements of 2.4 Submittals -Test data and/orcerNTications fo the Ownershallbe famished
AASH
O
,
ry
preparation, excavation, filling, compaction, grdding as shown on the T
M219 and ASTM 8746, upon request.
plans and as described therein. fiis work shah conslstofall mobilizafion 5.2 Bolts and nuts shall meet the provisions o/ASTM A-449 and ASTM A-563, 3.0 PROPORTIONING OF CONCRETE
clearing and grading, grubbing, sNpping, removalof exisfingmalerial Grade C, respectively, and shah be gaWanizedin accordance vrifh the
unless otherwise stated, preparation of theland to be filled, filling ofthe requirements ofAS7MA-153, Class C. 3 1 COMPOSITION
land, spreading and compaction of the fill, andaflsubsid~'ary work .
necessary to complete the grading o(the cal and Nll areas to conform
with the fines, grades, slopes, and specificaG'ons. This worlds to be 6.0 INSTALLATION 3.1.1 The concrete shallbe composed of cement, fine aggregate,

accomplished undertheobservaG'onoffhe0wnerorhisdesignafed
ASSEMBLY. TheSfrucfureshallbeassembledinaccordancewiththe coarse aggregate and water.
representative. Menu/acturer's instructions. All plates shall be unloading and handled vrich 3.1.2 The concrete shall be homogeneous, readily placeable and

2.2 Pnorfobidding(hework,theConlractorshallexamine,investigateand reasonable care, Plates shallnotbe rolled ordregged overgrevel rock andshall
bepreventedfromsMkingrockorotherhardobjectsdudngpfacementintrench uniformly workable and shallbe proporfionedin accordance with

inspect the construction site es to the nature andlocaG'on ofthe work, and
oron bedding, ACI-211. i.
the general and local conditions al the consfruch'on site, including, without
limka6on, the charecferofsudace orsubsudace condigonsand obstacles
The Structure shall be placed in the footing starting of the downstream end 3.1.3 Proportions shallbe esfablishedon the basis of8eld experience

fo be encountered on and around the consfruch'on site; andshallmake .
Structures wffh cfrcum/erenG'al seams shalbe installed with theirinside with the materials to be employed. The amountof waferused
shall not exceed the maximum 0
49 water/cemenfrafio
and
such additional investigation as he may deem necessaryforthe planning
andproperexecution of the work. circumferential sheet laps pointing downstream. .
,
shallbe reduced as necessary fo produce concrete ofthe

111 -FOOTINGS specified consistency at the time ofplacement.
If conditions other than those indicated are discovered by the Contractor,
the Ownershould be noNNedimmediately. The matedaf which the
1.0 EXCAVATION FOR FOOTINGS 3. i.4 Anair-entraining admixture, conforming to the requirements of

Contractor believes to be a changed condition shouldnot be disturbedso ASTM C260, shall tie used in all concrete fumishedunderfhis

that the owner can investigate the cond'h'on.
i.1 Footing excavation shall consist of the removal ofall mafehal
of whatever contrecf. The quantity ofadmfxture shalt be such as to produce

2.3 The construcfon shall be performed underthe direch'on o(an experienced ,
nature, necessary for the constuctidn of foundations, an air content in the freshly mixed concrete of 6 peroent plus or
minus 1 percent as determined in accordance with ASTM C231

engineer who is famiiiar wffh the design plan.
i.2 It shall be the responsibility of the Contractor to identify and relocate all or C173.
existing utilities which conflict with the proposedfooNng locations shown
on the plan. The Conlreclormust call the appropriate utility company et

least 48 hours before any excavafion to request exact field locab'on of ~

utilities, andcoordinate removal and insfallab'on ofaRutilities with the ~~ ,
respecffveutilitycompany. ~~
~~®®®~ ®~®sa
NOTICE
STR~9C7'U L PLATE
o T007, ih3 daa~nardMameUa~ahownan Nb dawYgbpvdkdasa

' 1 Cmmm¢• Caryah; S~f iR6:
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htlrep~q
edaxrn, apF~s; andmNaYaIryCON1ECHBAdge
SaRRaw NaM1bPadNtl~§drunG'2n~Ybavse4 req~q amx4AedN
ltl
WN
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3 8430 University Executive Park Drive SPECIFICATIONS APPROVAL ONLY:

w
r.
epbrxntleo eiHp~tiatdCONIECHaMljaaofA,ns
B
bcMyawYusa,rer~oiuta,,amosr~aa,davsa~tnceanaa~d»

q

~
SUNB 695 NOT FOR CONSTRUCTION

usab oandstendtlnu~apeea faMenWy, EdadendAdEAamYas \~
~/
\ / Charlotte, North Carolina28262

CLAYTON
CONIECNBAdge adu7nu fn¢HOmendeseVsrarryande[deFns, bs6ap; aid
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SPECIF/CA TIOI US F0~4 I ~AIUUFACTURFAND Il ~STALLA TIO~ OF C0~1 TECH®STPUCTURAL PLA TE SYSTF~IS (CDN'T)
3.2 Qualifies Required•Asindicaledinlhetablebelow:
TABLE V-i
QUALITIES REQUIRED
ITEM QUALITYREQUIRED
Class A
T e of Cement I orll
Coro ressive Stren h fc 28 Da s 4 00o si
Slum inches 2.41n,
3.3 Maximum Slie of Coarse Aggregates -Maximum size of coarse aggregates
shall not be larger than 38 mm (i Y: inches).
3.4 Rafe of Hardening of Concrete -Concrete mix shall be adjusted to produce
the required refe of haNeninglar vaded climatic condG'ons:
Under40F Ambient Temperature - Accelerate caEium chfodde of 2% is
acceptable when used within therecommendations olACl-3g6R "Cold
Weather Concreting." Admixtures containing chloddeion inexcess o/ 1%
by weigh) ofadmixfure shallnot be usedin reinfomedconcrete.
4.0 MIXING AND PLACING
4.1 Equipment -Ready Mix Concrete shall he used and shall conform to the
"Specibcations (or Ready-Mix Concrete,"AS7M C•94. Approvalls required
pdor fo usingjob mixed concrete.
4.2 Preparetion • All work shall be in accordance vnfh ACI.304, "Recommended
Practice forMeasudng, Mixing, Trensporting andPlacing Concrete." All
construction debds and exhaneous matter shall be removed Irom within
the forms. Concrete shall be placed on clean sudaces, free Irom water.
Concrete That has fo be droppedlour (4J feet ormore shall be placed
through a tremie.
4.3 All concrete shall beconsolidatedbyintemalmechanicalvibraG'on
immediafelyafferplacement. Vibrators shallbeofasizeappropdatefor
the work, capable of transmitting vibration to concrete affrequencies o/
not less than 4,500 impulses perminute.
5.0 FORM WORK
51 forms shall be ofwood,sleel orolherapprovedmatedalandshallbeset
and held true to the dimensions, Anes and grades of the structure (footings)
prior to and dudng the placemenlo/concrete.
5.2 Forms shall not be removed untillhe concrete has sufficient strength to
prevent concrete drainage.
6.0 CURING
6.1 Freshconcrefeshallbeprotededfromreins,flowingwaterandmechanical
injury fora period offour(4J days.
7.0 REINFORCING STEEL
7.1 MATERIAL
7. iJ All reinforcing bars shag be deformed hors (AS7M-A615J Grade 60.
Z2 BENDING AND SPLICING
7.2. i Bar reinforcement shall be cat and bent to the shapes shown on the plans. Fabdcation
folerences shall be in accordance with AC1315. All bars shallbe bent cold, unless
otherwise permitted.
7.2.2 All reinforcement shall be /urnished in the full lengths indlbated on the plans unless
otherwise permitted. Except forsplices shown on the plans arro'splices forNo. 5 or
smaller bars, spiicfig of bars will not be permitted without written approval. Splices
shallbe staggered as (araspossible.
7.2.3 In lapped splices, the bars shall be placed and wired in such a manneras to mafntain
the minimum distance to the sur/ace of the concrete shown on the plans.
7.2.4 Substitution of diNerent size bars will be permitted only when authodzedby the
engineer. The substituted bars shall have an area equivalent to the design area, or
larger.
7.3 PLACING AND FASTENING
7.3. i Steel reinforcement shall be accurately placed as shown on the plans and Gnnty held in
position dudng the placing and setting of concrete. Bars shall be b'ed of all
intersections around the pedmeter of each mat and al not less Phan 2 fool centers Drat
every intersection, whicheveris greater, elsewhere. Welding of cross bars (tack
welding) will not be pemtiffed for assembly of reinlomement.
7.3.2 Reinforcing steel shall be supported in its proper position by use olmortarblocks, wire
barsuppods,supplemenfarybarsorotherapproveddevices. Such devices shall be of
such height and placed at suKciently frequent intervals so as fo maintain the distance
between the reinforing and the formed sur/ace orthe fopsurface within i/41nch of
that Indicated on the plans.
MINIMUM LIMITS OF
MINIMUMLIMITSOFCOMPACTEDSELECT COMPACTED NORMAL
)MPACTEDNORMA GRANULAR STRUCTURAL BACKFILL ROAD FILL
ROAD FILL
FOR HEIGHTS DF COVER
6'-0"Minimum OVER B; PAYCLOSE 6=0"minimum
ATifNTION i0 NOTE #4.
NORMAL ROADFILL ABOVE
MIN. COVER LEVEL

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® CRITICAL BACKFILL ZONE, PRESSURE ON BOILGREATESTHERE
INITIAL LIFTS OVER CROWNOFSiRUCTUREAS INDICATED BY
® SHADEDAREATOBECOMPACTEDi0RE0UlRE0DENSITYWITH
HAND OPERATED EQUIPMENT OR WITH SMALL TRACTOR (D-0
OR SMALLER) DRAWN EQUIPMENL
® SELECT GRANULAR STRUCTURAL BACKFILL LIMITS.
NOTES:
1. ALL SELECT GRANULAR BACKFILL TO BE PLACED INA
BALANCED FASHION INTHfN LIFTS (6"-6"LOOSE
'fYPICALCYI AND COMPACTED TO 90 PERCENT DENSITY
PERAASHTO T-99.
2. COMPLETE AND REGULAR MONITORING OF THE MP
SHAPE IS NECESSARY DURING ALL BACKFILLING OF
THE STRUCTURE.
3. PREVENT EXCESSIVE DISTORTION OF SHAPE AS
NECESSARY BYVARYING COMPACTION METHODS
AND EQUIPMENT.
4. GREATER OR LESSER DISTANCE MAY BE REQUIRED.
DISTANCE DEPENDS ON BEARING LOAD FOR ANY
GIVEN LOADING, BTRUCTURE SHAPE AND BACKFILL
MATERIAL. THIS MUST BE EVALUATED BY THE
PROJECTENGINEER FOR EACH SPECIFIC SITUATION.
ADDITIONAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PRDPER PLACEMENT, AND COMPACTION AREKEY
FACTORS IN OBTAINING MAXIMUM STRENGTHAND STABILITY.
'THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZENLUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS.
BACKFILL MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THATMEETS ME ~
REQUIREMENTS OFAABHTO M•f45 FOR SOft CLASSIFICATIONS A•2-0and A•2-5.
BACKFILL MUSTBE REPLACED SYMMETRICALLY ON EACHSIDE OF THE STRUCTURE IN
6"LOOSE LEFTS. EACHLIFT IS TO BE COMPACTED iOAMINIMUM OF 90%DENSITY PER
AASHTO L99.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SO/LS SUGGESTS THE
NEED FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT S011
MIGRATION
DURING BACKFILL, ONLY SMALL TRACKED VEHICLES t0-0 OR SMALLER! SHOULD BE
NEAR THE STRUCTUREAS FILL PROGRESSES ABOVE THE CROWN AND i0 THE
FINISHED GRADE. TNEENGINEERANDCONTRACiORARECAI/TIONEDiHATTHE
MINIMUM COVER MAY NEED TO BE INCREASED TO HANDLE TEMPORARY
CONSTRUCTION VEHICCELOADS. (LARGER THANO-0)
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Installation Drawings Sheet Index
CT1 TITLE SHEET, LOCATION PLAN & GENERAL NOTES
CT2 BRIDGE PLAN, ELEVATION & DETAILS
CT3 FOUNDATION PLAN, SECTIONS & DETAILS
CT4 DETAILS & NOTES
CT5 SPECIFICATIONS
CT6 SPECIFICATIONS
TIMBERLAKE SUBDIVISION
LOT 58
NOTES
GENERAL NOTES:
1. This bddge has been designed forgeneml site SCOPE: This speci(cafion covers the manufacture and installation of the aluminum stmctural
conditions.Theprojecfengineershallberesponsible plate structuredefafledintheplans.
forthe structure's suitabiGtyto the exisOng site
condidonsand/orlhehydreulicevaluaG'on-
' MATERIAL 7healuminumslNCturalpfafeshallconsisto(plates,dhs,andappurtenantitems
including scour and confirmation of soil condih
ons. as shown on the plans and shalt conform fo the requirements ofASTM B 746.

2, Pdorlo consfmction, conf2ctormust vedry all Plate thickness, rib spacings, end Treatment and type ofinvert andfoundafion 18.0

elevah'ons shown Through the engineer. shat) be as indicated on the plans. All manufacfudng processes includng 9'-0" 9'-0"
corNgafing, punching, curving andgalvanizfng shall be pen`onnedwithin the

3, Only CONTECH Bridge Soluh'ons Inc United States using raw maledals made in the United States.
the Mu1N-Pfafe approved supplierin North Carolina AS$EMBLY.• Bolts and nuts shall conform to the requirements ofASTM A307orASTMA449.
may provide the structure designed in accordance with The stmclure shall be assembled in accodance with the shop drawings
thesepfans.
provided by the manufacturer andper the manufacturer's recommendations. ,roe
DESIGN DATA Botts shall be tightened using an applied torque of behveen 100 and 150 ft-tbs.
Design Loading:
Aluminum Structural Pfafe: HS20.44 INSTALLATION: The structure shall be installed in accordance with the plans and I
Headwalls: Earth Pressure Only speci(cafions, the manufacturer's recommendaG'ons, and the AASHTO Standard

Wingwalfs: EartG Pressure Only Specification For HighwayBddges, Section 26 (Division Iq.
-
Design Fill Height: 2'-0"min /max.
BEDDING: Bedding preparation is critical to both structure performance and service life. _ n~aaw
from lop of crown fo top o/pavement
' The bed shouldbe constructed to uniform line and grede fo avoid ru'sforUons that may
Design Method: LoadfacforperAASHTOSpecificap
on create undesirable stresses in the structureand/orrepiddeteriorationoftheroadway.
Net allowable soil beadng pressure: 3000 PSF" The bed shouldbe tree of rock farmations,protmding stones
froien lumps
roots
and
Gross allowable soil6eadngpressure:3400PSF" ,
,
,
otherforeignmafterthatmaycauseunequalsedlement. The foundation must

'Foundation excavation and subgrede preparation shall be be capable of providing a bearing capacity of of least one anda haN(1.5J tons persquare foot.
in accordance with the geotechnicalreporHorfhisprojecf BACKFILL: The structure shall be backfllled using clean well grededgrenularmatedal I
prepared by Geotechnologies, Inc, dated7/12r07, that meets the requirements of AASHTO M-i45 forsofl classifications A-2-4 or ~
3

MATERIALS A-2.5. 8ackfillmusf be pfacedsymmefdcallyon each side ofthe o
structure in 6 fo 8 inch lifts. Each lib shall be compacted to a minimum of ~
Aluminum structural plate shall be consWcfed andinsfalled 90 percent densityperAASHiO T 180.
C~
in accodance with CONTECH SpeciGcatians.
Concrete for Footings shall have a minimum NOTE: Construction loads that exceed highway load limits are not allowed on the structure
compressive sfrenglh of 4000 psi. Relnfaroing without approval from the engineer Lfve load traffic 1s not allowed on the structure L OCA TION PLAN
steellorfootingssholl con/orm foASTMA615 until the structure has been backfilledandpaved. not to scale
orA996-Grade 60.
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A
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REVISIONS
0 7 4' 8'
~ SWctum
Deta
TYPICAL END ELEVATION
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every othercourse for
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Aluminum arch
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consWctionedhesive
DETAIL
not to scale C72
~----------------J
SECTION
o z' a' e' Cr2
BRIDGE PLAN

d.a'.m'
Structure
A
CT2 ~ J
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FOUNDATION PLAN
0 2' A' 8'
Detail
22'-0"Soso
1~„ /~ `Inside Face of
Aluminum Structural Pfate
Channel
'ein(orcingnot ~ 8"
° °
hown/orclan(y ° °. .e
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DETAIL 3
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#5 Ties @ 1'•0" o.c.
4 • #6 Top 8 Bottom
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DETAIL
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fracture ,
Limits
SECTION
o r 4' a C72
Note:
MiNmax HOC on 0.176"ALSP with
Type IV Ribs at 8" o.c. = 2 ft/16 fl.

Wall Design Nofe: The design o(the Modular Block Wall, including alt calculations andgeofex8le and
layercontiguration,shall be pedomted by a registered Civll Engineerlicensedlnlhe state ofVirginia
Backfill Notes:
1, The 8ack(rllis requlredto be a free
draining material to the high waferlevel
(hwq
Keystone 4"Cap Unif
KeysfoneStandartiUrut 3P
I
HWL
Rip Rap Stone layer
(for erosionalconlrolJ~ ~~
Grade
Fabdc
Unreinlorced Concrete
Leveling Pad
Drainage Ditch
(see detail below)
~8"min. low Permeable Soll
Retained Soil?
Free Draining Material
~Approximale Excavation Line
l' ~Geosynthe5c Fabnb
Unit Core Fill
(3/4" Crushed Rock or Slone)
TYPICAL REINFORCED RIVER WALL SECTION
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
(2) - 4" Cap Units or 4"Cep Unit
(4) - 8' Cap Unit 8"Standard Unlf
ELEVATION
TOP OF WALL STEPS
not to scale
Unreinlorced Concrete
Leveling Pad
~8" Step
ELEVATION
BOTTOM OF WALL STEPS
not to scale
STANDARD ELEVATION
4" Concrete ort3itimunous
Drainage Ditch
3'-0'
I t I
Note: Required to divert mnofffrom
!lowing over/ace of wall, anddNert water
~ away from back ofwallarea-also
required forsafery considerations.
DRAINAGE DITCH DETAIL
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale

STANDARD PLAN
not to scale
STANDARD UNIT
not to scale
:.:..,w..c:..
3'-U"
SECTION
LEVELING PAD DETAIL
not to scale
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REl/ISIONS
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8/27/2007

SPECIFICATIONS FOR MANUFACTUREAND INSTALLATION OF CONTEC~I®STRUCTURAL PLATE SYSTEMS
f • GENERAL I! • ALUMfNUM STRUCTURAL PLATE
1.3 The side of all excavations shalbe cut to prevent sliding orcavingo(the
1.0 STANDARDS AND DEFINITIONS 1.0 GENERAL material above the footings.
1.1 STANDARDS • All sfandaMS refer to latest editien unless otherwise i.1 This work shall consist o/fumfshing, fabricating, and installation of a 1.4 Excavated material shall be disposed in accoNance with the plan
noted. Structural Plate arch culvertin conformance with these specifications, the established by the Engineer.
manufacturer provisions, and the details shown on the plans.
1.1.1 ASTM D-698-70 (Method C) "Standard TestMefhods for 15 The footings are desi ned /ora bean'n ca acff 013000 s( andthis shall
Moisture. Density Relations of Sa(1 and Soil Aggregate Mfxfures
Using 5.5-Ib (2,5kg,) Rammerand 12-inch (305•mmJ Drop".
1.1.2 ASTM D-2922 "Standard Tesf Method forDensity o(Soll and
Soil Aggregate in Place by Nuclear methods (ShallowDeplh)".
1.1.3 ASTM D•1556"StandardTesl Method (orDensityofSoillnlace
by the Sand•Cone Method".
1.1.4 ASTM D•1557 "Standard Tesf Method forLaborefory
Compaction Characteristics of Soil Using Modified Etlod"
1.2 DEFINITIONS
1.2.1 Owner- In these specifications the word "Owne('shall mean
Beecham Builders
1.2.2 Engineer- In These specifications the wom' "Englneer'shall
mean the Owner designated engineer.
1.2.3 Design Engineer In these specificai'ons the words "Design
Engineer' shall mean CONTECH Bridge Solub'ons Inc.
d.2.4 Contractor- In these specifications the word °Confraclor'shall
mean the firm or corporefia undertaking the execution of any
work under the lama of These specificabions.
1.2,5 Approved - fn thesespecihcations the word "approved"shall
refer to the approval o(the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications the words "as directed"
shall referto the directions fo the Contractorfrom the Owner
orhis designafedrepresenlative.
2,0 GENERAL CONDITIONS
2.1 The Contracforshallfumishallla6or,mateaalandequipmenfand
pedorm all work and services except !hose set out and fumdshed by the
Owner, necessary to complete in a sah'sfacfory mannerthe site
preparation, excavation, filling, compaction, gradng as shown on the
plans and as described therein. This work shall consist of all mobihiahon
clearing and grading, grubbing, slapping, removalo(exish'ng mateaal
unless otherwise stated, preparah'on of the land to be f8ed, filling oflhe
land, spreading and compaction of the fill, and all subsidiary work
necessary to complete the gmdfng of the cut and fill areas to conform
with the lines, grades, slopes, and specifications. This wodc is to be
accomplished under the observation of the Owner orhis designated
representative.
2.2 Priarto bidding the work, the Contraclorshallexamine, invesh'gafe and
inspect the construction site as to the nature and locah'on of the work, end
the general and local cond(tions of the construc6'on site, including, without
limitation, the charecfer of sudace or subsudace condi6'ons and obstacles
to be encountered on and around the construch'on site; arro'shall make
such addtional investigation as he may deem necessary/ortheplanning
and properexecufion of the work.
If condib'ons other than those indicated are discovered by the Contreclor,
the Owner should be notified immediately. The mateaal which the
Contractor believes to be a changed condition should not be disturbed so
that the owner can investigate fhecondiG'on.
2.3 The construction shallbe pedormed underthe direction o(an experienced
engineer who is familiar with the design plan.
1.2 The contreclorshall verify the actual location of all utilibies in the field
before beginning any work that could be impacted by these utlihies.
1.3 Contracformusf noflfy/contact all utility companies to determine exact
locadons of existing utilities prior to commending any wodr on fhls
conlrecl.
1.4 Contreclor shall coodinate construction with work done by others
adjacent to or within the contractGmits.
2,0 DIMENSIONS
2.1 The proposed structure shallbe a Aluminum StructuralPlate arch with the foNowing
dimensions:
Span: 22'-0"
Rise: 6=11"
2.2 All plan dimensions on the contract drawings are measured in a We
hohzonfal plan unless otherwise noted
2.3 Alf dimensions, locations, and elevations o(exish'ng structures shown on
the contract drawings shall be verified by the contrectorin the field.
3.0 ASSEMBLY
3.1 Bolts Shall be tightened using an applied Torque between 1 DO and 150
foot pounds.
4.0 WORKMANSHIPANDINSPECTIONS
All metal piping mafedals shall conform to the workmanship andinspech'on
requirements ofAASHTO M36 andMi67.
5.0 MATERIALSANDDfMENSIONS
5.1 Steel structural plate arches shall conform to the requirements o/
AASHTO M219 andASTM 6746,
5.2 Bolts and nuts shall meet the provisions ofASTM A-449 andASTMA•563,
Grade C, respectively, and shall be galvanized in accordance with the
requirements ofASTM A-153, Class C.
6.0 INSTALLATION
ASSEMBLY. The Structure shallbe assembledin accordance with the
Manu/acturers instructions. All plates shall be unloarU'ng and handled with
reasonable care. Pfatesshallnotberolledordraggedovergrevelmckandshall
be prevented from striking rock or otherhaM objects during placement in french
oron bedding.
The Stucture shallbe placed in the footing startingaf the downstream end.
Structures with circumferential seams shallbe Installed with theirinside
circumferential sheet laps poinh'ng downstream.
Ill -FOOTINGS
1.D EXCAVATION FOR FOOTINGS
i.l Foo6ngexcava6onshallconsisfoffheremovalofallmaterial,ofwhatever
nature, necessary for the constmch'on of foundations.
1.2 It shall be the responsibility of the Confracforto iden6'fy and relocate all
existing utilities which conflict with the proposed footing locations shown
on the plan. The Conlreclormust call the appropaafe ub7ity company of
least 48 hours before any excavation to request exact field location of
utilities, and coordinate removal and installation of alluhlih'es with the
respective utility company.
9 9 P Y P.
be verified in the (reld befog consfrucb'on.
2.0 CONCRETE FOOTING DIMENSIONS
The (oofings shall be reinforoedin accordance with the constucion drawings.
IV -SLOPE COLLARS
1.0 Areln/orcedconcrefeslope collarshallbe(ormedandpouredat eachendo(thestrucfu2sfn
accordance with the plan dimensions.
2.0 The ends o(lhe corrugated structure shall be step beveled as shown on the plans. The reinforoed
concrete slope collars shallbe formed and poured to conform to the backfillof the finished grade of
each end.
V-CONCRETE
1.0 CODES AND STANDARDS
1. i Rein/oroed concrete shall conform to the requirements ofAASHTO
StandaN Specifications far Highway Bridges, Division II - Consfmc6on,
Section 8, "Concrete Structures", (or Class A concrete, having a minimum
compressive strength of4,000 psi.
2,0 STANDARDS FOR MATERIALS
2.1 Portland Cement- Conforming to ASTM Specification C-150, Type I orlf.
2.2 Wafer- The water shall be drinkable, clean free from injurious amounts of
oils, acids, alkalis, organic materials, ordeletedous substances.
2.3 Aggregates - Fine andcoarse aggregates shallconlonn to current
ASTM Specification G33 "Specification forConcrefeAggregates"except
that local aggregates which have been shown by tests and byacfual
service to produce satis/acfory qualih'es maybe used when approved by
the Engineer.
2.4 Submittals -Test data and/or certifications to the Ownershall be famished
upon request. ^
3.0 PROPORTIONING OF CONCRETE
3.1 COMPOSITION
3.1.1 The concrete shallbe composed of cement, fine aggregate,
coarse aggregate and water.
3.1.2 The concrete shallbe homogeneous, read~'fyplaceable and
uniPormly workable andshallbe propodioned in accorclance wiN
ACi-21 t 1,
3.1.3 Proportions shallbe es(ablishedon the basis offield expeaence
with the mafedals to be employed. The amount of water used
shall not exceed the maximum 0,49 water/cement nh'o, and
shall be reduced as necessary to produce concrete of the
specified consistency at the h'me ofplacement.
3.1.4 An airentreining admixture, conforming to the requirements of
ASTM C260, shall be usedin all concrete famished underthis
contract. The quantityof admixture shallbe such as fo produce
an air content in the beshly mixed concrete of 6 percent plus or
minus 1 pecent as determinedin accordance with ASTM C231
orCi73.
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REl/ISIONS
B/27/2oD7

SPECIFICATIONS FOR MAIVUFACTUR~AND INSTALLA TION OF COl UTECI~®SlRUCTURAL PLATE SYSTEMS (C01V'T)
3.2 Qualities Required•Asindicaledinthefablebelow.'
TABLEV•1
QUALITIES REQUIRED
ITEM QUALfTYREQUIRED
_
Clsss A
T eofCement lorll
Com resslve Sfren th fc 28 Da s 4000 sf
Slum inches 2.4 in.
3.3 Maximum Size of Coarse Aggregates • Maximum size of coarse aggregates
shall not 6e larger than 38 mm (1 Y: inches).
3.4 Rate of Hardening of Concrete • Concrete mix shall be adjusted fo produce
the required rate o/haNen(ng for vaned climagc condib'ons:
Under 40F Ambient Temperature • Accelerate calGum chloride at 2% is
acceptable when used within the recommendations ofACl•306R "Cold
Weather Concreting." Admixtures containing chloride ion in excess of 1
by weigh) of admixture shall notbe used in reinloroed concrete.
4.0 MIXING ANDPLACENG
4, f Equipment • Ready Mix Concrete shall6e used and shall conform to the
'Specifications/orReadyMixConcrefe,"ASTMG94. Approvalfsrequired
prior fo using job mixed concrete.
4.2 Prepareticn • All work shalt be in accordance with AC1.304, "Recommended
Prach'ce forMeasudng, Mixing, transporting and Placing Concrete." All
construction debris and extraneous matter shall be removed from within
the forms. Concrete shall be placed on clean surfaces, tree from wafer.
Concrete that has to be dropped four (4) feet ormore shall be placed
through a tremie.
4.3 Alf concrete shall be consolidated by internal mechanics! vibration
immediately atterplacement. Vibrators shall be ofa size appropriate for
the work, capable of trensmittingvibre6on fo concrete of frequencies of
not less than 4, 500 impulses perminute.
5.0 FORMWORK
5.i formsshallbeofwood,steelorolherapprovedmatedalandshallbesef
andheld We to the dimensions, fines and grades of the stmcture (Ioo6ngsJ
prior to and during the placementof concrete.
5.2 Forms shall not be removed untillhe concrete has surrcient strength fo
prevent concrete drainage.
6.0 CURING
6.7 Fresh concrete shall6e protectedfrom rains, flowing water and mechanical
injury for a period of four (4) days.
7.0 REINFORCING STEEL
7.1 MATERIAL
7.1.1 All reinforcing bars shall6e deformed bars (ASTM•A615) Grade 60.
7.2 BENDING AND SPLICING
7.2. i Barreinforcement shall be cut and bent to the shapes shown on the pions. Fabricah'on
tolerances shall be in accoNance with ACI 315. All bars shall be bent cold, unless
otherwise permitted.
T.2.2 All reinforcement sha8 be /umished in the full lengths indicated on the plans unless
otherwise permitted. Except forsplices shown on the plans andsplices forNo. 5 or
smallerbars,splicingo(6arswiilnofbepermihedwithoutwrittenapproval. Splices
shall be staggered as faraspossible.
T.23 In lapped splices, the bars shall be placed and wired in such a manner as fo maintain
the minimum distance to the sudace of the concrete shown on the plans.
7.2.4 Substitution of different size bars will be permitted only when authorized by the
engineer. The subsgfated bars shallhave an area equivalent to the design area, or
larger.
7.3 PLACING AND FASTENfNG
7.3,1 Steel reinforcement shall be accurately placed as shown on the plans and 8rmlyheldfn
posib'on during the placing and setting of concrete. Bars shall be tied at all
intersections around the perimeter oleach mat and of not less than 2 foot centers or at
everyintersecfion, whicheverisgreafer, elsewhere. Weldingclcross6ars(tack
welding) wilt not 6e permided for assembly of reinforcement.
Z3.2 ReinforcingsteelshaNbesupportedlnftsproperpositionbyuseofmartarblocks,wire
barsupports,supplemenfarybarsorotherapproveddevices. Such devices shall be of
such height andplaced at sufrclently frequent intervals so as to maintain the distance
between the rein(oroing and the formed sudace or the top sudace within i/4 inch of
that indicated on the plans.
MINIMUM LIMITS OF COMPACTED SELECT
GRANULAR STRUCTURAL BACKF/LL
FOR HEIGHTS OF COVER
6'•0" Minimum OVER 8', PAY CLOSE -
ATTENi/ON TO NOTE q4.
NORMAL ROADFILC ABOVE
MIN. COVER LEVEL
NATURAL ~
UNDISTURBED
EMBANKMENT
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SECTION
® CRITICAL BACKF/LL ZONE, PRESSURE ON SOIL GREATESTHERE
INITIAL LIFTS OVER CROWN OF STRUCTURE AS INDICATED BY
® SHADED AREA TO BECOMPACTEDTDREQUIREDDENSITYWITH
HAND OPERATED EQUIPMEN70R Vt7TH SMALL TRACTOR (D-0
OR SMALLER) DRAWNEQUIPMENT.
® SELECTGRANULAR SiRUCNRAL BACKFILLLIMITS.
NOTES:
i. ALL SELECT GRANULAR BACKFILL TO BE PLACED INA
BALANCED FASHION IN THIN LIF75 (6"•a" LOOSE
TYPICALLY) AND COMPACTED i0 90 PERCENT DENSITY
PER AASHTO T•99.
2. COMPLETEAND REGULAR MONITORING OFTHE MP
SHAPE IS NECESSARY DURING ALL BACKFILLING OF
THE STRUCTURE.
3. PREVENT EXCESSIVE DISTORTION OF SHAPE AS
NECESSARY BY VARYING COMPACTION METHODS
AND EQUIPMENT.
4. GREATER OR LESSER DISTANCE MAY BE REQUIRED.
DISTANCE DEPENDS ON BEARING LOAD FOR ANY
GIVEN LOADING, STRUCTURE SHAPE AND BACKFILL
MATERIAL THIS MUST BE EVALUATED BYTHf
PRQIEC7 ENGINEER FOR EACH SPECIFIC SITUATION.
6'-0"minimum
MINIMUM LIMBS OF
COMPACTED NORMAL
ROADf/LL
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ADDITIONAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND CDMPACTIONARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTHAND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS.
BACKFILL MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MfETS THE
REQUIREMENTS OFAASMO M•145 FOR SOIL CLASSIFICATIONS A•2-0and A-2-5.
BACKFILL MUST BE REPLACED SYMMETRICALLY ON EACHSIDE OF THE S iRUCTURE IN
6"LOOSE LIFTS. EACHLIFT75 TO BE COMPACTED70AMINfMUM OF 90%DENSIIYPER
AASHiO 799.
A HIGH PERCENTAGE OF SILT OR FINE SAND INTHE NATIVE SOILS SUGGESTS THE
NEED FOR A WfLL GRADED GRANULAR BACKFILL MATERIAL i0 PREVENTSOIL
MIGRATION.
DURING BACKFILL, ONLY SMACL TRACKED VEHICLES (D-0 OR SMALLER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE
FINISHED GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THATTHE
MINIMUMCOVERMAYNEEDTOBEINCREASEDTOHANDLEiEMPORARY
CONSTRUCTION VEHICLELOADS. f1ARGER THAN D-0J
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Instatlati®n ®rawings Sheet Index
CT1 TITLE SHEET, LOCA TION PLAN ~ GENERAL NOTES
CT2 BRIDGE PLAN, ELEVATION & DETAILS
CT3 FOUNDATION PLAN, SECTIONS & DETAILS
CT4 DETAILS & NOTES
CT5 SPECIFICATIONS
CT6 SPECIFICATIONS
TIMBERLAKE SUBDIVISION
LOT 59
NOTES
GENERAL NOTES:
1. This bddge has been designed for genemf site
conditions. The project engineershall be responsible
for the structure's suitability to the existing site
conditions and for the hydraulic evaluation -
includingscour and confirmation of soil condbions.
2. Pdorto constmcfion, contractormust venlyall
elevations shown through the engineer
3.Onty CONTECH Bddge Solu6onslnc.
the Multi-Plate approved supph'erin North Caro6ha
may provide the slmcture designedin accordance with
theseplans.
DESIGN DATA
Design loading:
Aluminum Sfmctural Plate: HS20-44
Headwalls: Earth Pressun; Only
Wingwalls: Earth Pressure Only
Design Fill Height: 2'-0" minlmax.
from fop of crown fo top ofpavement.
Design Method: Load (actor perAASHTO Specification
Net allowable soil beadng pressure: 3000 PSF "
Gross allowable soft beadng pressure: 3400 PSF'
Foundab'on excavation and subgrade peparton shall be
in accoNance with the geofechnical report Ior this project
prepared 6y Geotechnologies, Inc. daled7112/07.
MATERIALS
Aluminum stmctural plate shall be consbucted and installed
in accoNance with CONTECH Specificab'ons.
Concrete forPootings shallhave a minimum
compressive strength ot4000psL Reinforcing
steel for footings shell conlonn to ASTM A615
orA996-Grade 60.
SCOPE: This specification covers the manufacture and instaUab'on olthe aluminum strctural
plate structure detailed in the plans.
MATERfAL: The aluminum structural plate shall consist of plates, dbs, andappurtenantitems
as shown on the plans and shall con/orm to the requirements of ASTM B 746.
Plate thickness, db spacings, end treatment and type o(invert and foundation
shall be as indicated on the plans. Allmanufacfudng processes including
corrugating, punching, curving andgalvanizing shallbe pedormed within the
United States using row matedafs made in the United States.
ASSEMBLY.' Bolts andnuts shall con/orm to the requirements otASTM A307 orASTM A449.
The structure shall be assembled in accordance with the shop dravdngs
provided by the manufacturerand per the manufacturers recommendations.
Bolts shall be tightened using an applied torque of between 100 and 150 ft.~lbs.
INSTALLATION. The structure shallbe installed in accordance with the plans and
specifications, the manufacturer's recommendab'ons, and the AASHTO Standard
Specification For Highway Bddges, Section 26 (Division IQ.
BEDDING: Bedding preparation is cdtica! to both structure pedormance and service tile.
The bed should be constructed to uniform fine endgrede to avoid dislor0'ons that may
create undesirable stresses in the structure and/orrepiddetedorah'on ofthe rosolvay.
The bed should tie free of rock formations,protruding stones, frozen lumps, roofs, and
ofherforelgn matlerthat may cause unequalsettlement. The foundation mus!
be capable of providing a beadng capacity of at feast one and a haB(1.5J tons persquare toot.
BACKFILL: Thestmctureshallbebackfilledusingcleanwellgrededgrenularmaterial
that meets the requirements of AASHTO M-145 (orsoil classifications A-2-4 or
A-2.5. Backfillmusfbeplacedsymmelricallyoneachsideofthe
structure in 8 fo 8 inch tiffs. Each Ifft shall be compacted to a minimum of
90 percent density perAASHTO T 180.
NOTE: Construction loads that exceed highway load limits ere not allowed on the structure
without approval from the engineer Live load traffic is not allowed on the structure
until the sWcture has been backBlledandpaved.
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BRIDGE SOLUTIONS INC.
6436 University ExsrLtive Park Dme
Sufte 695
Chalbtte, North Carcllna 28262
704.548420
764.548-8586 fax
800.526,?999
every ofhercourse for
2" black insuladons bcard
erbacked with geotexb'IeJ
of transib'on from fhe
!o the leveling pad.
Unit Drainage FlII
ModularBlocks-
Grouf behveen block 86eadwall
using non-shdnk type grout
conforming to ASTM C1907,
Trim blocks to leave no gap wifh
headwall fargerthan a".-`
II ..II • III'J. -
I l ', I ~ 'III,. I• ~,
'; II;' n"•'1111
',°II•.!,1 .;'• III'
7~-0~~ 1
Fascia plate 6"x4"x 76" hol
rolled steel angle (galvanized
finish) oras specified Aluminum aroh
Geotexfileaflachedwith orboxculvert
construction adhesive
DETAIL
not to scale CT2
SECTION B
o z' r a' CT2

Wall Design Nole: the design of fhe Modular Block Wall, including all calcula5ons and geotexfik and
layercon(guration, shallbe performed by a registered CivB Engineerlicensedin fhe state a/Virginia
Backfill Notes:
t The Back8111s required to be a free
draining maferfaf to fhe high waferlevel
(hwlJ
Keystone 4"Cap
7
Keystone Standard Unit 3P r
NWL
-4--------~
Rlp Rap Slone Layer
por erosional control) ~
Grade
GeosyntheBc
Fahdc
Unrein/orced Concrete
Leveling Pad
Drainage Ditch
(see detallbelowJ
r8"min. low Permeable Soli
Retained Scil7
Free Draining Material
~AOOroxlmafe Excavation Une
l' ~Geosynfhedc Fahric
Unit Core Fill
(314" Crushed Rock or Stone)
TYPICAL REINFORCED RIVER WALL SECTION
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
4' Concrete orBiSmunous
Drainage Ditch
h ; • Note: Required fo divert runoflfrom
\ /lowingover(aceofwall,anddvertwater
ro ~ away from back of wall area • also
required forsa(ety considerefiens.
DRAINAGE D1TCH DETAIL
STANDARD UNIT -NEAR VERTICAL SETBACK
not to scale
(2) • 4" Cap Units or 4"Cap Unlt
(1J • 8" Cap Unlt 8' Standard Unlf
ELEVATION
TOP OF WALL STEPS
not to scale
Unrelnlorced Concrete
Leveling Pad
'-8" Sfep
ELEVATION
BOTTOM OF WALL STEPS
not fo scale
~~ : `~
STANDARD ELEVATION

STANDARD PLAN
not to scale
STANDARD UNIT
not to scale
~j,~ ., •„
~~-
. eve.,..
3,•g"
SECTION
LEVELING PAD DETAIL
not to scale
\I/~'°~
STRUCTURAL PLATE
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SPECIF1CATlONS FOR MANUFACTUREAND IIVSTALLAT~DIV OF CONTECf~®STRUCTURAL PLATE SYSTEMS
1-GENERAL
1.0 STANDARDS AND DEFINITIONS
1.1 STANDARDS • All standaNs refer to latest edih'on unless otherwise
noted.
1.1.7 ASTMD-698.70(MethodC)"SfandardTestMethods/or
Moisture, Density Relations of Sofl and Sofl Aggregate Mixtures
Using 5.5.16 (2.5 kg.J Rammer and 12-inch (305•mm) Drop".
1.1.2 ASTM D-2922 "Standard Test Method IorDensity of Soll and
Soil Aggregate in Place by Nuclear methods (ShallowDepih)"
1.1.3 ASTM D• 1555 "Standard Test Method forDenslty of Soilln lace
by the Sand-Cone Method".
1.1.4 ASTM D•1557"SfandardTesfMethodforLaboretory
Compaction CharecfedsBcs of Soll Using Modified Edam."
1,2 DEFINITIONS
1.21 Owner- In these specifications the word "Owner" shallmean
Beecham Builders
1.2.2 Engineer- In these specifications the word'Engineey'shall
mean the Owner designated engineer.
1.2,3 Design Engineer- In these specfficah'ons the words "Design
Engineer' shall mean CONTECH Bridge Solutions Inc.
1.2.4 Contractor- In These speci(caNons the woN "Conlractor'shaN
mean the fine or corporatio undertaking the execuhon o/any
work under the terms of These specificahions.
1.2.5 Approved-In these specifications thewoN"approved'shall
referto the approvalo(the Engineerorhis designated
representative.
1.2.6 As Directed- In these specifications the woNs "as directed"
shallreferto the directions to the Contrectorfrom the Owner
or his designated representative.
2.0 GENERAL CONDITIONS
2,1 The Contrectorshalllumishalllabor,mafedalandequipmentand
pedorm all work and services except those set out and lumished by the
Owner, necessary fo compleleln a satisfactory mannerthe site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described (herein. This work shall consist of all motx'lization
clearing and graru'ng, grubbing, stripping, removal of exfsh'ng material
unless otherwise stated, preparat'on of the land to be filled, frlling of the
land, spreading and compaction o(fhe fill, and all subsidiary work
necessary fo complete the grading of the cut and fill areas fo conform
with the lines, grades, slopes, andspecifications. ibis workfs to be
accomplished under the observafion of the Ownerorhis designated
representative.
2.2 Priorto bidding the work, the Confractorshallexamine, investigate and
inspect the construction site as to the nature andlocatlon of the work, and
the general endlocal conditions of the canstruch'on site, including, without
(imitation, the characferofsuriace orsubsudace conditions andobstacles
lobe encounferedon and aroundlhe conswction site; andshallmake
such additional invesh'gafion as he may deem necessary lorthe planning
andproperexecution ofthe work.
If conditions otherthan those indicated are discovered by the Contrector,
theOwnershouldbenotifiedimmedately. Themaferialvrhichthe
Contrecforbelieves to be a changed condition should not be disfurbedso
that the owner can inves8gate the condition.
2.3 The construction shallbepedormedunderthedirecb'onofanexpedenced
engineer who is familiar with the design plan.
0 vorr 1hAdB9(p1Alld~7tOf1AAd~a1AM1]Wllgl ~ dAl{{'n18pIAY1~4d AAA
folhepojedowna, ergireerendarr6aix6yC0a7ECH&idae
SaNtlanlna AbpAtdtldsdrAMnp maybe Wed repodxed, anpAAedN
A. y mveer wt~w mA par vnam,, Awws~A aOOmccn ert~A sAw~,A
InaMyAxAWe, iAgoAxJkn, amc~atlanofWndaningfs dcned6Ya
uAedammrbkendlAAWerapewbMarvYy, da'endendtddhamd9,s
CemECH akae SW O'aw Ina Imo And AgA4re1 Ain' end aA oa4m, FeA9y, vM
AOx+~s'e, hdidtg, bx M 6NIed tA, reeexaGe gtlamayA keA, eddnA ban rw1
usy reFroditlkn amaFM1adat.
d6raepncbADeMAanfM A~pgleahhmretb,endAW,AlAeuo~'a~,A m
aioav6redneNexcNp~Agaues, tlize,~ muf 6eiapaA+ilo
COMaCH aidpe daWWnr um., Nmod'Areykr re~Are1W Ga, of dw dAAgn.
COHlLCHaKgeaWtlma Lw.Aaeph rroaelalylad~nsbasedm
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Il•ALUMINUM STRUCTURAL PLATE
1.0 GENERAL
1.1 This work shall consist of furnishing, /abdcafing, and installation of a
Structural Plate aroh culvert in conformance with these speclficaions, the
manu(acturerprovisions, and the details shown on the plans.
1.2 The contractor shall veniy the actual location of all utilities in the field
before beginning any work that could be fmpactedby These uttli8es.
1.3 Contractor must notify/contact all utility companies to determine exact
locations of existing utilities prior to commending any work on this
contract
1.4 Contrector shall coordinate construction with work done by others
adjacent to orwlthin the contrectlimlts.
2.0 DIMENSIONS
2.1 The proposed sfmcfure shall be a Aluminum Stmctural Plate arch u4th the following
dimensions:
Span: 22'-0"
Rise: 6'-11"
2.2 All plan dimensions on the confrac! drawings are measured in a fore
horizontal plan unless otherwise noted.
2.3 All dimensions, locations, and elevations of exishhg shuctures shown on
the contract drawings shall be vedffed by the contrectorin the field.
3,0 ASSEMBLY
3.1 Bolts Shall be tightened using an applied Torque between 100 and 150
foot pounds.
4.0 WORKMANSHIPANDINSPECT1ONS
All metal piping materials shall conform to the workmanship and inspecb'on
requirements of AASH7O M36 and M167.
5,0 MATERIALSANDDIMENSIONS
5.1 Steel structural plate arches sha8 conorm to the requirements of
AASHTO M219 and ASTM 8746.
5,2 BolfsandnutsshallmeeftheprovisionsofASTMA-449andASTMA-563,
Grede C, respectively, and shall be galvanizedin accordance vdth the
requirements ofASTM A-153, Class C.
6.0 INSTALLATION
ASSEMBLY. The Structure shall be assembledin accordance with the
Manu(acfurers instructions. All plates shallbe unloading and handled with
reasonable care. Platesshallnotberolledordraggedovergrevelrockandshall
be prevented from striking rock or other hard objects during placement in trench
or on bedding.
The Structure shall be placed in the footing sfarh'ng at the downstream end.
Structures with circumferential seams shall be installedwith theirinside
ciroumlerenffal sheet laps poinh'ng downsham.
III • FOOTINGS
1.0 IXCAVATION FOR FOOTINGS
1.1 Footing excavation shall consist of the removal ofall material, of whatever
nature, necessary for the construction o(foundah'ons.
i.2 If shall be the responsibility of the Contractorlo identlry and relocate all
existing utilities which conflict with the proposedfoodng bca8ons shown
on the plan. The Conireclormusf call the appropriate utility company at
least 48 hours before any excavation to request exact field locab'on of
utilities, and coordinate removal and installaboon ofallufilih'es vdth the
respective utility company.
1.3 The side of all excavations shall be cut fo prevent sliding orcaving o(fhe
material above the fooh'ngs.
L4 ExcavafedmatedalshallbedisposedinaccoNancewifhfheplan
established by the Engineer.
1.5 The footings aredesignedlorabeadngcapacifyof3000psf,andthisshall
be verified in the freld be/ore construcdon.
2.0 CONCRETE FOOTING DIMENSIONS
The footings shall be relnforoed !n accadance with the constmchon drawings.
IV-SLOPE COLLARS
1.0 Arein/oroedconcrefeslopecollarshallbeformedandpouredateachendofthestmcturesin
accordance with the plan dimensions.
2.0 The ends of the corrugated structure shall be step beveled as shown on the plans. The reinloroed
concrete slope collars shaN6e farmed and poured to conlorm ro the backfillatthe finished grade of
each end.
V-CONCRETE
1.0 CODES AND STANDARDS
1.1 Reinforced concrete shall conlorm to the requirements ofAASHiO
SfandaN Specifications for Nlghway Bridges, Division II • Consfmch'on,
Section B, `Concrete Structures", for ClassA concrete, having a minimum
compressive strength 014,000 psi.
2.0 STANDARDS FOR MATERIALS
2.1 Portland Cement -Con/orming to ASTM Specification C-150, Type I or fl.
2.2 Wafer•Thewatershallbeddnkable,cfeanfn:efrominjudousamountsof
oils, acids, alkalis, organic materials, ordeleterious substances.
2.3 Aggregates -Fine and coarse aggregates shall conlorm to current
ASTM Specification C•33 "Specification lorConcrete gggregales"except
that local aggregates which have been shown by tests andby actual
service to produce satisfactory qualities maybe used when approved by
the Engineer.
2.4 Submiffals -Test data and/or certifications to the Ownershall be (umished
upon request
3.0 PROPORTIONING OF CONCRETE
3.1 COMPOSf71ON
3.1.1 The concrete shall be composedof cement fine aggregate,
coarse aggregate and water.
3.1.2 The concrete shall be homogeneous, readilyplaceableond
uniformly workable and shall be propordonedin accaNance with
ACT.211.1.
3.1.3 Proportions shall be esfa6fished on the basis bf field experience
with the materials fo be employed. The amount of waferused
shall not exceed the maximum 0.49 watedcement redo, and
shalt be reduced as necessary fo produce concrete of the
specified consistency at the time ofplacemenl:
3.1.4 An airentraining admixture, conforming to the requirements of
ASTM C260, shall be used in all concrete /umished under this
contract. The quantity ofadmixture shallbe such as to produce
an air content in the freshly mixed concrete of 6 percent plus or
minus 1 percent as deferminedin accoNance wifhASTM C231
or C173.
8430 University Executive Park Drive

~~ I ~~ ® SuBe 695
Charbtte, North Carolina 28262
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BRIDGE SOLUTIONS INC. 704.54B•842a
704.548.8586 fax
BOD,526~999

SPEC/F/CA l/ONS FOR MANUFACTUREAND /NSTALLAT/ON OF CONTECHO STRUCTURAL PLATE SYSTEMS (CON'T)
3.2 Qualities Required • As indicated in the table below.
TABLE V•1
QUALITIES REQUIRED
ITEM QUALITYREQUIRED
Class A
T eofCement lorll
Cam ressive Stren th fc 28 Da s 4000 si
Slum Inches 2.4 in.
3.3 Maximum Size of Coarse Aggregates • Maximum size of coarse aggregates
r shall not be larger than 3B mm (1 Y Inches),
3.4 Rate o(HardeningolCancrefe-Concrete mix shall be adfusiedtoproduce
therequlredrateolhardeningforvadedcRmaG'ccondlgons: ,
Under 4DFAmblenf Temperature • Accelerate calcium chloride at2%is
acceptable when used within the recommendations ofACl•306R "Cold
Weather Concreting," Admixtures containing chloride Ion in excess of 1 %
by weight of admixture shall not be used in rein/oroed concrete.
4.0 MIXiNGANDPLACiNG
4.1 Equipment • Ready Mix Concrete shallbe used and shall conform to the
"Specifications for Ready-MixCancrete,"ASTMC-94. Approval is required
prior to using job mixed concrete,
4.2 Preparefion • All work shallbe !n accordance with ACI.304, "Recommended
PrecG'ce /orMeasudng, Mixing, Transporting andPlacing Concrete," All
construction debris and extraneous maffershall be removed from within
the forms, Concrete shallbe placed on clean surfaces, free from wafer.
' Concrete that has to be droppedfour(4) /eat ormore shall bepfaced
through a fremie.
4.3 Allconcrefeshallbeconsolidatedbyintemalmechanicalvibre5on
immediately afferplacement. Mbrefors shall be of a size appropriate for
the work, capable of transmitting vibration to concrete atfrequencies o/
not less than 4,500 impulses perminufe.
5.0 FORM WORK
i 5.1 forms shall be ofwood,sfeel orofherapprovedmafedalandshallbeset
and held true fo the dimensions, 6hes andgrades o/the structure (fooG'ngsJ
prior to and dudng the placement of concrete.
5.2 Forms shall not be removed untilthe concrete has sufficient sVength to
prevent concrete drainage.

i.. 6.0 CURING
-
6.f Fresh concrete shallbepmtectedfromrains,tlowingwaterandmechankaf
injury for a period o(four (4J days.
7.0 REINFORCING STEEL
7.1 MATERIAL
7.1.1 Allreinforcing bars shallbe deformed bars (ASTM•A615J Grade 60.
7.2 BENDING AND SPLICING
7.2.1 Barrelnforcemenfshollbe cut and bent to the shapes shown on theplans. Fabdca0on
tolerances shall be in accorance with ACI 315. All bars shall be bent cold, unless
otherwise permitted,
7.2.2 All reinforcement shall be furnished in the full lengths indicated on the plans unless
otherwise permitted. Except forsplices shown on the plans andsplices forNo. S or
smaflerbars,splicingofbarswillnotbepermittedwifhoutwd6enappmval. Splices
shallbe staggered as far as possible.
7.2.3 In lapped splices, the bars shallbe placed and wired in such a manner as tomaintain
the minimum distance to the surface of the concrete shown on the plans.
7.2.4 SubsStufion of dilferenf size bars will be permittedonlywhen authodzedbythe
engineer. The subs9futedbars shelf have an area equivalent to the design area, or
larger.
7.3 PLACING AND FASTENING
7.3,1 Steel reinfaroement shall be accurately placed as shown on the plans and firmly held in
position dudng the piacing and setting o/concrete. Bars shallbe tied at all
intersections around the pedmeferof each mat and at notless than 21oot centers Drat
every intersection, whlcheveris greater, elsewhere. Welding ofcross bars (tack
welding) will not be permitted for assembly of reinforcement.
7.3.2 ReinforoingsfeelshallbesupportedinitsproperposiG'onbyuseofmortarblocks,wire
barsupports,supplemenfarybarsorotherapproveddevices, Such devices shallbe of
such height and placed at su~ciently /requentinfervals so as tomaintain the o'istance
between the reinloreing and the formed surface or the lop surface within 1/41nch of
that Indicated on the plans,
MINIMUM LIMITS OF COMPACTED SELECT
GRANULAR STRUCTURAL BACKFILL
FOR HEIGHTS OF COVER
6'•0"Minimum /- OVER 6; PAYCLOSE -
, / ATTENTIONTONOTEtM.
NATURAL ~
UNDISTURBED
EMBANKMENT
NORMAL RDADFILC ABOVE
MIN COVER LEVEL
W
I~
i UG
MP ~ ~
ARCH I ~'
~~
® CRITICAL BACKFILL ZONE, PRESSURE ONSOIL GREATESTNERE
INITIAL LIFTS OVER CRDWN OF STRUCTURE AS INDICATED BY
® SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY WITH
HAND OPERATED EQUIPMENT ORWITHSMALL TRACTOR (D-0
OR SMALLER) DRAWN EQUIPMENL
® SELECTGRANULARSTRUCTURALBACKFILCLIMITS,
N07ES:
1. ALL SELECTGRANULAR BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIF7516"-B"LOOSE
TYPICALLY) AND COMPACTED TO 90 PERCENTDENSITY
PER AASHTO T-99.
2. COMPLETE AND REGULAR MONITORING OF THE MP
SHAPE IS NECESSARY DURING ALL BACKFILLING OF
THESTRUCTURE.
3. PREVENT IXCESSIVE DISTORTION OF SHAPERS
NECESSARY BY VARYING COMPACTIONMETHODS
AND EQUIPMENL
4, GREATER OR LESSER DISTANCE MAY BE REQUIRED.
DISTANCEDEPENDS ONBEARING LOAD FOR ANY
GIVENLOADING, STRUCTURE SHAPEANDBRCKFILL
MATERIAL. THIS MUSTBE EVALUATED BYTHE
PROJECTENGINEERFQR EACH SPECIFIC SITUATION.
H
MINIMUM LIMITS OF
COMPACTED NORMAL
ROAD FILL
6'•0"minimum
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ADDITIONAL BACKFILL NOTES:
SATISFACTORY BACKFLL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUMSTRENGTHANOSTAB/CITY. ;
THEBACKFILL MATERIAL SHDUID BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN ~~
'~ MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS.
BACKFILL MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF AASHiO M-145 FOR SOIL CLASSIFICATIONS A-2-0and A-25.
BACKFILL MUST BE REPLACED SYMMETRICALLY ON EACHSIDE OF THE STRUCTURE IN
B'LOOSE LIFTS. EACHLIFTIS TO BE COMPACTE070AMINIMUM OF 90%DENSITY PER
AASHTO T-99.
1
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE
NEED FOR A WELL GRADED GRANULAR BACKFILL MATERIAL iD PREVENT SOIL
MIGRATION
DURING BACKFILL, ONLY SMALL TRACKED VEHICLES (0-0 OR SMALLER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWNAND TO THE
FINISHED GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE
MINIMUM COVER MAYNEED TO BE INCREASED TO HANDLE TEMPORARY
CONSTRUCTION VEHICLELOADS,(WRGERTHAND-0J
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®ESIGN CALCULATI®iVS
IN®EX TO PRINTOUT
DESCRIPTION ................................................................................... PAGE
Engineering Drawings -Lot #56, 57, 58, 59 .................... CT1 through CT6
Hydraulic Calculations .................................:.................................~ H1 to H4
Foundation Calculations ..............................................................::. F1 to F2
Structural Calculations ...................................................................S1 to S2

HYDRAULIC CALCULATIONS

CURRENT DATE: 08-27-2007
CURRENT TIME: 12:07;26
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1
FILE DATE: 08-27-2007
FILE NAME: 15959-2
C
U SITE DATA CULVERT SHAPE, NIATERIAL, INLET
L INLET OUTLET CULVERT BARRELS
V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET
NO. (ft) (ft) (ft) I~iATERIAL (ft) (ft) n TYPE
1 210.00 209.66 18.00 1 ICMP 20.89 5.92 .024 CONVENTIONAL
2
3
4
5
6
SUMMARY OF CULVERT FLOWS (cfs) FILE: 15959-2 DATE: 08-27-2007
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
210.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
210.60 17.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
211.02 35.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
211.34 52.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
211.61 70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
211.86 87.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
212.08 105.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
212.28 122.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
212.47 190.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
212.55 148.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
212.81 175.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPI NG
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 15959-2 DATE: 08-27-2007
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR
210.00 0.000 0.00 0.00 0.00
210.60 0.000 17.50 0.00 0.00
211.02 0.000 35.00 0.00 0.00
211.34 0.000 52.50 0.00 0.00
211.61 0.000 70.00 0.00 0.00
211.86 0.000 87.50 0.00 0.00
212.08 0.000 105.00 0.00 0.00
212.28 0.000 122.50 0.00 0.00
212.97 0.000 140.00 0'.00 0.00
212.55 0.000 148.00 0.00 0.00
212.81 0.000 175.00 0.00 0.00
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000

CURRENT DATE: 08-27-2007 FILE DATE: 08-27-2007
CURRENT TIME: 12:07:26 FILE NAME: 15959-2
PERFORMANCE CURVE FOR CULVERT 1 - 1( 20.84 (ft) BY 5.92 (ft)) ICMP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
0.00 210.00 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00
17.50 210.60 0.31 0.60 3-Mlt 0.15 0.19 0.87 0.87 0.99 4.30
35.00 211.02 0.62 1.02 3-Mlt 0.30 0.39 1.27 1.27 1.38 5.24
52.50 211.34 1.00 1.34 3-M1t 0.45 0.58 1.57 1.57 1.70 5.85
70.00 211.61 1.24 1.61 3-M1t 0.60 0.69 1.81 1.81 1.97 6.32
87.50 211.86 1.95 1.86 3-M1t 0.67 0.80 2.02 2.02 2.23 6.70
105.00 212.08 1.64 2.08 3-M1t 0.75 0.91 2.22 2.22 2.47 7.02
122.50 212.28 1.81 2.28 3-M1t 0.83 1.01 2.39 2.39 2.69 7.32
140.00 212.47 1.98 2.47 3-M1t 0.90 1.12 2.55 2.55 2.90 7.57
148.00 212.55 2.05 2.55 3-M1t 0.94 1.17 2.62 2.62 3.00 7.68
175.00 212.81 2.31 2.81 3-Mlt 1.06 1.30 2.83 2.83 3.31 8.02
E1. inlet face invert 210.00 ft E1. outlet invert 209.66 ft
El. inlet throat invert 0.00 ft E1. inlet crest 0.00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 100.00 ft
INLET ELEVATION 210.00 ft
OUTLET STATION 118.00 ft
OUTLET ELEVATION 209.66 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0189
CULVERT LENGTH ALONG SLOPE 18.00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE USER DEFINED
BARREL SPAN 20.84 ft
BARREL RISE 5.92 ft
BARREL MATERIAL STEEL OR ALUMINUM
BARREL MANNING'S n 0.024 FOR SIDES AND TOP
0.040 FOR BOTTOM
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL HEADWALL
INLET DEPRESSION NONE

CURRENT DATE: 08-27-2007
CURRENT TIME: 12:07:26
***** USER DEFINED CULVERT CROSS-SECTION - CULVERT # 1
COORDINATE X Y-TOP Y-BOTTOM
NUMBER (ft) (ft) (ft)
1 0.00 0.00 0.00
2 0.92 0.75 0.00
3 2.42 2.92 0.00
4 4.92 9.33 0.00
5 6.42 5.25 0.00
6 8.42 5.75 0.00
7 10.42 5.92 0.00
8 12.92 5.75 0.00
9 14.42 5.25 0.00
10 16.42 4.33 0.00
11 18.42 2.92 0.00
12 20.42 0.75 0.00
13 20.84 0.00 0.00
FILE DATE: 08-27-2007
FILE NAME: 15959-2

CURRENT DATE: 08-27-2007
CURRENT TIME: 12:07:26
FILE DATE: 08-27-2007
FILE NAME: 15959-2
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 3.31 ft
SIDE SLOPE H/V (X:l) 1.5
CHANNEL SLOPE V/H (ft/ft) 0.025
NlANNING'S n (.01-0.1) 0.090
CHANNEL INVERT ELEVATION 209.66 ft
CULVERT N0.1 OUTLET INVERT ELEVATION 209.66 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
0.00 209.66 0.000 0.00 0.00 0.00
17.50 210.53 0.812 0.87 4.30 1.37
35.00 210.93 0.820 1.27 5.24 1.99
52.50 211.23- 0.824 1.57 5.85 2.46
70.00 211.47 0.827 1.81 6.32 2.85
87.50 211.68 0.829 2.02 6.70 3.18
105.00 211.88 0.832 2.22 7.02 3.48
122.50 212.05 0.834 2.39 7.32 3.76
140.00 212.21 0.836 2.55 7.57 4.01
148.00 212.28 0.837 2.62 7.68 4.11
175.00 212.49 0.840 2.83 8.02 4.45
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE GRAVEL
EMBANKMEIVT TOP WIDTH 14.00 ft
CREST LENGTH 1000.00 ft
OVERTOPPING CREST ELEVATION 217.92 ft

FOUNDATION CALCULATIONS

STRUCTURAL PLATE ARCIi F®®TING REACTI®IVS
W 20 Live Load
PCM #: 15959
Span (S) _ .22.00 ft.
Rise (R) = 6.92 ft.
Top Rise (Rt) = 6.92 ft.
Bottom Span = 22.00 ft.
Height of cover (H) = 2.00 ft.
Axle Load = 32,000 lbs.
Number of Lanes = 2
Live Load (LL) = 64,000 lbs.
Area (A) = 109 sq. ft.
Area of Top Rise (At) = 109 sq. ft.
Soil Density = 120 lbs./cu. ft.
LOA® Old STRUCTURE
Total Load =Live Load
Live Load =
Live Load =
Dead Load =
Dead Load =
Total Load = R =
FOOTIRIG REACTIONS
+ Dead Load
LL/(8 + 2(H + R))
2,477 lbs./ft./footing
Soil weight
Soil weight = (S x (H + Rt) - At) x soil density
Soil weight = 10,469
5,234 lbs./ft./footing
7,711 lbs./ft./footing
Rv = R x cos(fca)
Rv = 6,968 lbs./ft./footing
Rh = R x sin(fca)
Rh = 3,303 lbs./ft./footing outward

F®®T'INC ~ESIG(V SPffZE/~®SH~E~'
PCIV>! #: 15959
DATA
HEIGHT OF COVER (ft) 2.00
He to INVERT (ft) 8.920
Rv (pli) 6,968
Rh (plf) 3,303
ALL. BEARING (pst) 3000
FOOTING GEOMETRY
WIDTH, B (ft)' 3.50
OUTSIDE WIDTH, w (ft) 2.75
THICKNESS, t (ft) 2.00
HEIGHT, h (ft) 2.00
FOOTING LOADS
SOIL WEIGHT, Ws 1 2943.6
MOMENT ARM (ft) -0.375
CONCRETE WEIGHT, We (plfl 1050.0
MOMENT ARM (ft) -0.4
Rv (plfl 6968.0
MOMENT ARM (ft) 1.000
Rh (plfl 3302.8
MOMENT ARM (ft) -2.000
ACTIVE SOIL PRESSURE
ACTIVE COEFFICIENT, Ka 0.33
Prec (psfl 353.2
Ptri (psi) 79.2
Frec (plt) 706.5
MOMENT ARM (ft) 1.00
Ftri (plf) 79.2
MOMENT ARM (ft) 0.7
BEARING PRESSURE CALCULATION
SUM OF VERTICALS, Q (plfl 10961.64
SUM OF MOMENTS, Mo (ft-#/ft) 17.8
ECCENTRICITY, e (ft) 0.0016
BEARING PRESSURES, q (psfl
MAXIMUM NET PRESSURE (psfl 3141
MINIMUM NET PRESSURE (psfl 3123
( CLOCKWISE POSITIVE )
B/6 = 0.5833
Wsoil

STRUCTURAL CALCULATIONS

r_
Structural Design Check for Aluminum Structural Plate
per AASHTO Standard Specifications for Highway Bridges, Section 12
Project ID/Name: 15959 • Timberlake Subdivision
Structure Description
Shape: Arch
Corrugation: 9" x 2 1/2"
Span (S) 22 ft 0 in
Diameter (S): 264 in
Gage: 0.175 in
Area (A): 2.450 sq in/ft
Moment of Inertia (I): 0.1459 in^4/in
Combined I (I[plate] + I[ribs]): 0.5593 in^4/in
Radius of Gyration (r): 0.845 in
Modulus of Elasticity (E): 1.00E+07 Ib/sq in
Yield Strength (Fy): 24,000 Ib/sq in
Tensile Strength (Fu): 35,000 Ib/sq in
Seam Strength (SS): 63,700 Ib/ft
Rib Type: IV
Rib Spacing: 9 in. o.c.
Satety Factors
Wall Area: 2.0
Buckling: 2.0
Seam Strength: 3.0
Loads
Dead Load
Unit Weight of Soil: 120 Ib/cu ft
Height of Cover: 2 ft
Pdl = 120 Ib/cu ft x 2 ft
Pdl = 240 Ib/sq ft
Live Load
Type = H2O .
PII = 850 Ib/sq ft
VALUE PROVIDED B Y AASHTO SEC. 3.3 AND 6.4
Total Load
Pt = Pdl +PII
Pt = 240 Ib/sq ft + 850 Ib/sq ft
Pt= 1,090 Ib/sgft
Actual Wall Stress
Thrust (T) = Pt x (Span/2)
T = 1,090 Ib/sq ft x 11.0 ft
T = 11,990 Ib/ft
Wali Stress (fa) = T / A
fa = 11,990 Ib/ft / 2.45 sq inlft
fa = 4,894 Ib/sq in

Find Maximum Allowable Wall Stress
Wall Area
Fa = Fy / SF
Fa = 24,000 Ib/sq in / 2.0
Fa = 12,000 Ib/sq in
12,000 Ib/sq in > 4,894 Ib/sq in OK
Actual SF = 4.90
Buckling
r/k x (24 x E / Fu)^.5 = 318 in > 264 in
Therefore,
Fa=[Fu-((Fu^2/48/E)x(kxS/r)^2))/ 2
Fa = 11,472 Ib/sq in
11,472 Ib/sq in > 4,894 Iblsq in OK
Actual SF = 4.69
Handling and Installation Strength
Flexibility Factor (FF) = S^2 / (E x I) where I = I(plate) + I(ribs)
FF = 0.0125
Allowable FF = 0.0360
0.0360 > 0.0125 OK
Seam Strength
Required Seam Strength = T x FS
SS required = 11,990 Ib/ft x 3.0
SS required = 35,970 Ib/ft
63,700 > 35,970 OK
Actual SF = 5.31
Check Mp of Crown
At low covers with highway loading you must assure adequate bending
strength to resist the development of a plastic hinge.
Mp = K * (S / H)^2 where: S =span (ft)
H =cover height (ft)
K = AL * d * Fp / c where: AL =axle load (kips) = 32
d = corr. depth (ft) = 0.2083
c = backfill coef. = gg
0.0909091
Fp = 1.65 1.65
Therefore: Fp = 1.65
K = 0.159
Mp = 19.287 kip-fNft
0.175 has: Mp = 19.410 kip-ft/ft
with ribs
19.410 > 19.287 OK
The min. gage /rib combination that satisfies all structural requirements is:
0.175 " plate with Type IV ribs at 9 in. o.c.
I

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FOUNDATION PLAN
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REVISIONS
- ¢ Structun=
Yructure Limits
Detail

2-7-
" ~-Inside Face o/
q AluminumShucturalPlate
,~ Receiving 3
a Channel Defail
Ci3
."
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y
iv Base Channel
#5 Ties @ 1'-0" o.c.

U 4 - #6 Top & Bohom
"' 3~-6" Concrete (tl (2000 psi min.)
as required perscourrequiremenls.
DETAIL 2
~o ,' r ,' cr3
\~ ~~/
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BRIDGE SOLUTIONS INC.
8430 Unrverslty Executive ParkDrrve
SuRe 695
Charlotte, Norlh Cerollna 28262
704548.8420
7045485586 fax
8005265999
7~„ ~--Inside Face oI
a , _ -, Aluminum Slmctural Plale
Channel
not 9
.°
ladty ° °.. ° a°
•, i"O Anchor For
Base Channel
° °, d .° c'
° d. ~
a , .'
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DETAIL 3
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in
SECTION
0 2' ,' e' CT2
Note:
MiNmax HOC on 0.775`ALSP with
Type IV Ribs of 9" o.c. = 2 fU76 ft.

Flnd Maximum Allowable Wail Stress
Wall Area
Fa=Fy/SF
Fa = 24,000 Ib/sq in / 2,0
Fa = 12,000 Ib/sq in
12,000 Ib/sq in > 4,894 Ib/sq in OK
Actual SF = 4.90
Buckling
r/k x (24 x E / Fu)^.5 = 318 in > 264 in
Therefore,
Fa = [Fu - ((Fu^2 / 48 / E) x (k x S / r)^2)] / 2
Fa = 11,472 Ib/sq in
11,472 Iblsq in > 4,894 Ib/sq in OK
Actual SF = 4.69
Handling and Installation Strength
Flexibility Factor (FF) = S^2 / (E x I) where I = I(plate) + I(ribs)
• FF = 0.0125
Allowable FF = 0.0360
0.0360 > 0.0125 OK
Seam Strength
Required Seam Strength = T x FS
SS required = 11,990 Ib/ft x 3.0
SS required = 35,970 Ib/ft
63,700 > 35,970 OK
Actual SF = 5.31
Gheck Mp of Crown
At low covers with highway loading you must assure adequate bending
strength to resist the development of a plastic hinge.
Mp = K * (S / H)^2 where: S =span (ft)
H =cover height (ft)
K = AL * d * Fp / c where: AL =axle load (kips) = 32
d = corr. depth (ft) = 0.2083
c = backfill coef. = gg
0.0909091
Fp = 1.65 1.65
Therefore: Fp = 1.65
K= 0.159
Mp = 19.287 kip-ft/ft
0.175 has: Mp = 19.410 kip-ft/ft
with ribs
19.410 > 19.287 OK
The min. gage /rib combination that satisfies all structural requirements is:
0.175 " plate with Type IV ribs at 9 in. o.c.