California Sewer California, Missouri December 12, 2017 Terracon Project No. 15175214
equivalent fluid weighing 250 pounds per cubic foot (pcf). of depth, the ..........."'"'UI' to calculate lateral resistance should not exceed 2,000 An ultimate coefficient of friction of 0.3 could be used between the base of the thrust block and the undisturbed clay soils. This value assumes the thrust block can withstand the horizontal movement required to engage the passive pressure.
The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-10. Value
Site latitude Site longitude
0.140 g 0.108 g i. 2.
3.
Seismic site classification in general accordance with the International Building Code, which refers to ASCE 7-10. The International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 18.5 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysital testing may be performed to confirm the conditions below the current boring depth. These values were obtained using online seismic design maps and tools provided by the USGS (http://earthauake.usgs.gov/hazards/desiqnmaps/).
Our services are conducted with the understanding of the project as described in the proposal, and incorporate collaboration with the design team as we complete our services. Revisions of our understanding to reflect actual conditions important to our services are reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions and to prepare the final design plans and specifications. Any information conveyed prior to the final report is for informational purposes only and should not be considered or used for decision making purposes.
21
December
Support of foundations, floor and over fill is discussed in this However, even with the recommended construction testing, there is a risk that unsuitable materials within or buried by the fill will not be discovered. This risk cannot be eliminated without removing the fill but can be reduced by thorough exploration and testing. Our analysis and opinions are based upon our understanding of the geotechnical conditions .in the area, the data obtained from our site exploration and from our understanding of the project. Variations may occur between exploration point locations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no'third party beneficiaries intended. Any third party access to services or correspondence is solely for information purposes only. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation costs. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation costs. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.
22
California Sanitary Sewer California, Missouri December 12, 2017 Terracon No. 15175214
N
The geotechnical exploration for this project included the advancement of sixteen (16) test borings to depths ranging from approximately 3% to 18% feet below existing site grades. Staked and surveyed by Bartett & West. t:XIOioratllon Procedures: We advanced the borings with an AlV-mounted rotary drill rig using continuous flight solid-stem augers. Four samples were obtained in the upper 10 feet of two borings and at intervals of 5 feet thereafter. Soil sampling was performed using split-barrel sampling procedures. The remaining fourteen borings were not sampled, and boring logs were based upon visual observations of the auger cuttings by the drill crew. In the split-barrel sampling procedure, the number of blows required to advance a standard 2inch 0.0. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance (SPT N-value). This value is used to estimate the in-situ relative density of cohesionless soils and the consistency of cohesive soils. A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency (90 percent for Drill Rig #960) has an appreciable effect on the SPT N-value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. We checked for groundwater levels during drilling and sampling. Refer to the section in the for additional information. For safety purposes, all borings were backfilled with auger cuttings after their completion. The sampling depths, penetration distances, and other sampling information were recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs for the two borings that were sampled represent the geotechnical engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory.
California Sewer California, Missouri No. 15175214 December 12, 2017 Terracon
Based on the materiars texture and plasticity, we describe and classify the soil in accordance with the Unified Soil Classification System. The project engineer reviewed the field data and assigned various laboratory tests to better understand the engineering properties of the various soil strata. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods are applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. ASTM 02216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass ASTM 04318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of · Soils
California Sanitary Sewer California, MO December 12, 2017 Terracon Project No. 15175214
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: CALIFORNIA NORTH, MO (1/1/1985) and CALIFORNIA SOUTH, MO (1/1/1985).
California Sanitary Sewer California, MO December 12,2017 Terracon Project No. 15175214
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
GEOLOGIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY AERIAL IMAGERY COURTESY OF GOOGLE EARTH
California Sanitary Sewer California, MO December 12,2017 Terracon Project No. 15175214
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
California Sanitary Sewer California, MO December 12, 2017 Terracon Project No. 15175214
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS
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December 12, 2017
California, Missouri Terracon No. 15175214
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5
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8
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10
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12
8
3.5
23
2
1.5
17
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3
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22
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FAT CLAY (CH), with sand and gravel, brown, stiff
DOLOMITE, with sandy lenses, brown and gray, moderately weathered
Auger Refusal at 15 Feet
48-18-30
Resistance (Blows/Ft.)
fP] Auger
lUJ Cuttings
f\71 Split Spoon l6l
Water Level After a Specified Period of Time
(HP)
Hand Penetrometer
Water Level After a Specified Period of Time
(T)
Torvane
(DCP)
Dynamic Cone Penetrometer
uc
Unconfined Compressive Strength
(PI D)
Photo-Ionization Detector
(OVA)
Organic Vapor Analyzer
Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.
DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The av\JUI 'Ol'-'Y such devices is variable. Surface elevation data annotated with +/-indicates that no actual topographical survey was to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps area.
CONSISTENCY OF FINE-GRAINED SOILS
RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance
(50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance or
Very Loose
less than 500
0-3
2-4
Loose Medium Dense
4-8
Dense
8- 15
Very Dense ~-····-·····-·-·······················--·················--·······--··-'--··-·······-··--······-····-···-·····-····---··-····--·-····-··-··----·-····-·-··--'·········-···················-····--······-····-····-L..-
Trace
<15
With
15-29
Modifier
>30
4,000 to 8,000
15-30
> 8,000
> 30
................._________··--------····--------------······----·----------····--'·--------------------·----------·-----------------------
California Sanitary Sewer December 12,2017
California, Missouri
Terracon Project No. 15175214
Group
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'---·-----·-----··---------------------·----·--------------·-------·----·----r--·--·------·--------·--··--·-·····--·-----------·---·-,--------------------------------·-----·-----·-·-··-
Ciean Gravels:
Gravels:
......1.
If field sample contained cobbles or boulders, or both, add "with cobbles
1
or boulders, or both" to group name.
rr. If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.
gravel," whichever is predominant. If soil contains ;:.: 30% plus No. 200 predominantly sand, add
n Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay
"sandy" to group name. rtqf soil contains;:.: 30% plus No. 200, predominantly gravel,- add "gravelly" to group name.
2
N PI ;:.:
Cc= _ __::.::.,__
Cu = Dso/D10
If soil contains;:.: 15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
Gravels with 5 to 12% fines require dual symbols:. GW-GM well-graded
(D30)
---·--·---------------
Gw .LY.~!..~J!:.9E.9..9.~.9. .9.r9.~~.1.
i)
4 and plots on or above "A" line.
PI < 4 or plots below "A" line. PI plots on or above "A" line.
If soil contains ;:.: 15% sand, add "with sand" to group name.
>:&PI plots below "A" line.
'"'If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
:::::::::::::::::.::::.::.::.::::.::::::::!!:::m::::::n::.::::::::::::::::=:::::::::::.:::::::::::::..::::!!::::::::.::::::::::::::::::::::::::::::::::::::::::::::::::::::.::::::.::::::.:::=J:::::::::::::::::::.::.::.::::::::.::.::::.::.:
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50 Equation of "A" - line
Horizontal at Pl=4 to LL=25.5, then Pl=0.73 (LL-20)
40
Equation of "U" - line Vertical at LL=16 to Pl=7,
then Pl=0.9 (LL-8)
30
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30
40
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60
70
80
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............
California Sanitary Sewer December 12, 2017
Ashley, Missouri
Terracon Project No. 15175214
Unweathered . No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. ···-·-··1-·orsCOiaraTi.orlinCifc.8tes..we8tll~eriil9·c;Tr-acl<.material ..ancTCiTscontin·Lirt)l-sW:faces·:-·AII.tilero.ck-m-ate.riafrr1av·l:le Weathered · discolored by weathering and may be somewhat weaker externally than in its fresh condition . .. . .M.oci"e·r~iteiy·····--·················t ··cess. "iila·n···il·a·it···c;f'til·e·--;:c;·c;k'. mat·e·ri.afTs...cieco·m·paseci". a.nCiiar··ai·s·inte~j"r.ated"."t"o···a····so.if:······Fres"h···;;:··d"iscol ored rock is Weathered I present either as a continuous framework or as corestones. Highly I More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is Weathered ' present either as a discontinuous framework or..···-·--------------------···-··--·-···------·-··-·-···-·····--·-·········-·······-···-····-··-····-·····-···········-········--·-·····-as corestones. ····-···-·-···-···-·-··-----------Completely All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Weathered ......~~~·;·~·~al Soil I All rock material is. co"il'veri'eCi""ta"""soil. T'il'e mass structure and materi'a'i""'ia"bri"c are destroyed. There is a large ~h9~.9.~..i~. Ys>l~rn~.. ~~!!h~~?!l.h.c::t~. ~?!.~~~~ ~ig~if.i~§l~!IY.!Ec::t.~~P'?'!~.9.:. . STRENGTH OR HARDNESS oe:scr·iption···· ·w· ·····~ ·• '" .i. Fi~ ·ct~dentifJ~~;~~----·~--~ " .... · ·- · ·· ··-· · T --·siT9iltly~~-~-
--------~------·--·--···-···-~-----t-···-···--·--···-······-···---------------·-··-----·~----····---····-----------··-···-···--------·--······--
. . J.
uniaiiar compressive
1 I lndentedbythumbn~l
-~xtre~~~. -~~-~·~-----~----~~-~~~~~-~----. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . l . .cru·m-·t>les...u.n.d"e·r···firm. .t>i.ows w.ith. poi.nT.oT£ieolo9Tcal ham·m--er:····ean be ........!" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150-700 (1-5) Very Weak I peeled by a pocket knife 1 ---··--·----····----·-----·-·--··-----------·--··-·--rcanbepeeleci""'bv··-a··r;-ocl
I made by firm blow with point of geological hammer
weak Rock
. . . . . . _. . . . . . . . . . . . . . .---
--···········t
·····-~=~-~-~~ Strong. .::::::::::::::::::::::::::::::::::::::::J:::::~:.~~~~~;~~~;~~~~~{;:;~~~~~;:~:~J~~~I::;~~~~:~:i::::~:::::~:::~:~ I -~-.-~~~~~-~00 (30-50) I Specimen requires more than one blow of geological hammer to ............. , a- , ( a- oo)
Strong Roc k ..-Very-Strong
j_>
I fracture it
1
7 00 15 000 5 1
-··--------·-·-·r Specimen requires many bi..;ws of geolog·~-hammer to fracture it___l15,oo0-36:ooo.(1oo-250)·-·-I. . . g.§_§_].~.?.~§)···:·:.-.·:·····--·······-····-···. ····. ···-··--····
...-Exiremei·y··s.!~?.:~:~·-·. ·:·--_·:. ··.-...··. · ·. ·.·J:.···~.P.~9..(~·~·6.~~-6·::~.~:fY.. §~·-.9..6.i"i?.P.·~~:.·~·i6:·:.~·-~·?.l·?,~.i.~~i···F~.~~~~-·-.·.~·---··-··.--.=·······-···-. ·_. _ ·_-_ ._. . ~~?. DISCONTINUITY DESCRIPTION
...... Fractu""re""spaetng(Joint~i:Faults~-·Other"Fractures)""""""-
1.
···:--""13eddlng"spacing (May-include,Foliation or Ban~ing)
. laminated ___y~~- 2~ 1~~~!2J:'..~.?.9-~~)__ L__________~~!Y thi~-------·-·
..
....
..
~~-----oes-crfptiC>..~~~---===----~~--~--,-------~~:~---~-=---~fi~~~fJ.=~----~-------~~~.~~- ~~~---==~·--·~~-~~!Ie!C?!i.=~=-=--~:.~.=~·~-·~=:~- ~-=:.= ~P.~~T~~: =.-~Extremely Close Close Close ''''''''''''''''
2-1/2 in- 8 in (60- 200 mm)
'' '''''''''''"'"'""'''"''''''''''''''"''
. . . . . . . . .- . . . . .~.?.~.:.~.~.!.:............................ Wide
................!
<%in (<19 mm)
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'
. . . . . . . . . .~-~~--:. ?.. .~.:. . (?..~9.. . . . . ?.~~·--~-~. L
2ft ..- 6ft. (600 mm- 2.0 m) ......,
1
~-i·~:- 2-~~:'..2 - 50_fl!_f!ll.____ 2 in -1 ft. (50- 300 mm)
Thin
••••••••••••••••••••••••••n•••••••••••••••m•••••••••••••m
•••••••••••••••••••••••••••••••••••••••••••••••••••••••
. . . . . . . .-~.!~.i-~-~----·----·--·········-----·---·--Thick
<%in (<12 mm)
........... ~. . ~.:. =-~-!!:J.~gg ~-~~·---~~~----------· 3ft. -10ft. (900 mm- 3m)
_:..
Very Wide 6ft.- 20ft. (2.0- 6 m) I Massive > 10ft. (3m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal would have a ROCK QUALITY DESIGNATION 0-25 25-50 50-75 75-90 90- 100
Poor Fair Good Excellent core segments Reference:
expressed as a
U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009 Technical Manual for Design and Construction of Road Tunnels- Civil Elements ·
SECTION 02611 LAGOON CLOSURE PART 1 GENERAL
1.01 A.
REFERENCES State of Missouri: 1.
University of Missouri Extension Water Quality Guide Sheets for Biosolids - WQ 423 through 434 and WQ 449.
2.
Missouri Clean Water Law
3.
Missouri Clean Water Commission Rules
B.
United States Environmental Protection Agency (EPA), 40 CFR Part 503
C.
NPDES Permit Special Condition for Sludge and Biosolids Use for Domestic Wastewater Treatment Facilities.
1.02
GENERAL
A.
The Contractor shall completely mix into the soil at the lagoon site all biosolids in the lagoons identified on the plans and the Bid Schedule in a manner acceptable to the Missouri Department of Natural Resources (MDNR) and in accordance with state and federal laws and regulations.
B.
The biosolids shall be mixed with soil in accordance Best Management Practices including applicable loading rates for nutrients, buffer zones, depth to groundwater, wetlands protection, harvest and grazing deferments, field slope limitations, restrictions for frozen or saturate soils, requirements for public-use sites, soil conservation practices,and other site restrictions.
C.
Laws and ordinances regulating water pollution control, health and safety measures shall be strictly observed.
D.
The lagoon site shall be graded to drain and grass shall be established over the entire lagoon area and all areas that were disturbed during construction.
1.04 A.
PROTECTION OF UTILITY LINES Existing utilities including pipelines and/or electric cables shall be protected from damage during the work, and if damaged shall be repaired by the Contractor or Utility company at Contractor's expense.
PART 2- PRODUCTS NOT USED
PART 3- EXECUTION 1.01
GENERAL
02 61 13- 1
A.
Lagoon surface water, but not biosolids, shall be routed to the wastewater collection system built under this project after that system is placed into service, and after obtaining approval from the Owner's representative.
B.
The biosolids shall be contained within the lagoon site. The initial mixing of biosolids with the soil shall occur within the area inside the lagoon berms prior to breaching the berms and in a manner such that there is no runoff from the site during this activity. If the biosolids are not contained within the boundaries of the approved site, the Contractor shall be responsible for all costs of clean up and remediation. The initiation of lagoon closure shall be planned such that all activities, including final grading and seeding and mulching can be completed within 30 calendar days. See notes on plan sheets regarding the strict limitations to the schedule of seeding and mulching per the City standards specifications, which shall be considered when scheduling the start of the lagoon closure work.
C.
Bidder shall make himself familiar with the scope of services to be provide for under this contract and it shall be the bidder's sole responsibility to determine quantities of biosolids. The Contractor is responsible for complete lagoon closure, regardless of the actual volume of biosolids.
D.
The Contractor shall establish and maintain good public relations with landowner as well as the general public. Disagreements with, or dissatisfaction of the landowner, shall be reported to the Owner's representative immediately.
1.02
HANDLING, APPLICATION AND REPORTING
A.
BIOSOLIDS SHALL BE EVENLY AND UNIFORMLY SPREAD ON THE SITE. The contractor shall submit the method and equipment proposed for this operation to the Engineer and City for approval. Rejection of the submitted information shall not be grounds for an increase in costs.
B.
The Contractor or Biosolids Subcontractor shall obtain soil and biosolids samples as needed in order for completion of all reporting required by the regulatory agencies.
END OF SECTION
02 61 13-2
033000 PART 1 1.01 RELATED DOCUMENTS
A.
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.02 SUMMARY
A.
Section includes cast-in-place concrete, including formwork, reinforcement, concrete materials, mixture design, placement procedures, and finishes, for the following: 1. Footings. 2. Foundation walls.
1.03 DEFINITIONS
A.
Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blastfurnace slag, and silica fume; subject to compliance with requirements.
1.04 ACTION SUBMITTALS
A.
Submit shop drawings and samples in accordance with the General Provisions and Section 013300.
B.
Product Data:
C.
Design Mixtures: For each concrete mixture. The proposed mix designs shall be submitted by the contractor for review to the engineer of record. Mix design is the responsibility of the Contractor subject to the limitations of the Specifications. Review processing of this submission will be required only as evidence that the mix has been designed by qualified persons and that the minimum requirements of the Specifications have been met. Such review will in no way alter the responsibility of the Contractor to furnish concrete meeting the requirements of the Specifications relative to all criteria listed in the specification. Concrete mix design quantities and test results shall be submitted for review and shall be accepted before concrete work is started. Reports covering the source, quality, and proportions of the concrete materials used in the design mix should include the following information:
For each type of product indicated.
D.
Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments:
E.
Steel Reinforcement Shop Drawings: Placing drawings that detail fabrication, bending, and placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections, tie spacing, hoop spacing, and supports for concrete reinforcement.
F.
Formwork Shop Drawings: Prepared by or under the supervision of a qualified professional engineer detailing fabrication, assembly, and support of formwork. 1. Shoring and Reshoring: Indicate proposed schedule and sequence of stripping formwork, shoring removal, and reshoring installation and removal.
G.
Construction Joint Layout: Indicate proposed construction joints required to construct the structure. 1. Location of construction joints is subject to approval of the Engineer.
1.05 INFORMATIONAL SUBMITTALS
A.
Submit shop drawings and samples in accordance with Section 013300.
B.
Qualification Data:
C.
Welding certificates.
D.
Material Certificates: For each of the following, signed by manufacturers: 1. Cementitious materials.
For manufacturer.
03 30 00 1
CAST-IN-PLACE CONCRETE
2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13.
Admixtures. Form materials and form-release agents. Steel reinforcement and accessories. Fiber reinforcement. Waterstops. Curing compounds. Floor and slab treatments. Bonding agents. Adhesives. · Semirigid joint filler. Joint-filler strips. Repair materials.
E.
Material Test Reports: For the following, from a qualified testing agency, indicating compliance with requirements: 1. Aggregates. Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity. Provide certificates that aggregate comply with ASTM C 33. State weathering region limits of coarse aggregates: severe, moderate, or negligible. State basis of determining that alkali reactivity potential is negligible. Identify certifications and tests to actual materials to be used in the work. Provide additional tests and certifications for each change in material source. Provide an alternate materials source of aggregate if tests indicate that aggregates are reactive or possess severe weathering potential. Submit gradation analysis for fine and course aggregate with concrete mix designs. If deleterious substances are present, state the amount.
F.
Floor surface flatness and levelness measurements indicating compliance with specified tolerances.
G.
Field quality-control reports.
H.
Minutes of preinstallation conference.
1.06 QUALITY ASSURANCE A.
Installer Qualifications: A qualified installer who employs on Project personnel qualified as ACI-certified Flatwork Technician and Finisher and a super\Jisor who is an ACI-certified Concrete Flatwork Technician.
B.
Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 1602 requirements for production facilities and equipment. 1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."
C.
Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction qualified according to ASTM C 1077 and ASTM E 329 for testing indicated. 1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program. 2. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician- Grade I. Testing Agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing TechnicianGrade II.
D.
Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from single source, and obtain admixtures from single source from single manufacturer.
E.
Welding Qualifications: Qualify procedures and personnel according to AWS D1.4, "Structural Welding Code- Reinforcing Steel."
F.
ACI Publications: Comply with the following unless modified by requirements in the Contract Documents:
03 30 00-2
CAST-IN-PLACE CONCRETE
1. 2. 3. 4.
ACI 301, ACI117, ACI 318, ACI 350,
"Specifications for Structural " Sections 1 through 5. "Specifications for Tolerances for Concrete Construction and Materials." "Building Code requirements for Structural Concrete" "Code Requirements for Environmental Engineering Concrete Structures"
G.
Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.
H.
Evaluation and Acceptance of Concrete 1. Evaluation and acceptance of the compressive strength of concrete shall be according to the requirements of ACI 318, Chapter 5 "Concrete Quality, Mixing, and Placing", and as specified herein. 2. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected. · 3. All concrete which fails to meet ACI requirements and these specifications, is subject to removal and replacement at the cost of the Contractor.
I.
In the event tests on control specimens of concrete fall below the specified requirements, the Engineer may permit check tests for strengths to be made by means of typical cores drilled from the related part of the structure in accordance with ASTM C 42 and C 39. All costs associated with the failure to meet the specification requirements, including this type of testing and removal and replacement shall be borne by the Contractor.
A.
Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and damage. Avoid damaging coatings on steel reinforcement.
B.
Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil, and other contaminants.
AND HANDLING
1.07
PART 2
PRODUCTS
2.01 FORM-FACING MATERIALS A.
Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true, anc! smooth concrete surfaces. Furnish in largest practicable si~es to minimize number of joints. 1. Plywood, metal, or other approved panel materials. 2. Exterior-grade plywood panels, suitable for concrete forms, complying with DOC PS 1, and as follows: a~ High-density overlay, Class 1 or better. b. Medium-density overlay, Class 1 or better; mill-release agent treated and edge sealed. c. Structural 1, B-B or better; mill oiled and edge sealed. d. B-B (Concrete Form), Class 1 or better; mill oiled and edge sealed.
B.
Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least two edges and one side for tight fit.
C.
Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced plastic, paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. Provide units with sufficient wall thickness to resist plastic concrete loads without detrimental deformation.
D.
Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist plastic concrete loads without detrimental deformation.
E.
Void Forms: Biodegradable paper surface, treated for moisture resistance, structurally sufficient to support weight of plastic concrete and other superimposed loads.
F.
Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.
G.
Rustication Strips: Wood, metal, PVC, or rubber strips, kerfed for ease of form removal.
03 30 00-3
CAST-IN-PLACE CONCRETE
H.
Form~Release Agent: Commercially formulated form~release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. 1. Formulate form-release agent with rust inhibitor for steel form~facing materials.
I.
Form Ties: Factory-fabricated, removable or snap~off metal or glass-fiber-reinforced plastic form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 1. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of exposed concrete surface. 2. Furnish ties that, when removed, will leave holes no larger than 1 inch in diameter in concrete surface. 3. Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing. 4. Form ties for liquid retaining walls and walls below grade shall be provided with water stop washers located on the permanently embedded portions of the ties at the approximate center of the wall. 5. Bolts and rods that are to be completely withdrawn shall be coated with a nonstaining bond breaker. 6. The Contractor shall be responsible for the water tightness of the form ties and any repairs needed.
A.
Recycled Content of Steel Products: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent.
REINFORCEMENT
2.02
~
B.
Reinforcing Bars: ASTM A 615, Grade 60, deformed.
C.
Low-Alloy-Steel Reinforcing Bars: ASTM A 706, deformed.
D.
Galvanized Reinforcing Bars: ASTM A 615, Grade 60, deformed bars, ASTM zinc coated after fabrication and bending.
E.
Epoxy-Coated Reinforcing Bars: ASTM A 615, Grade 60, deformed bars, ASTM A 775, epoxy coated, with less than 2 percent damaged coating in each 12 inch bar length.
A 767, Class I
F.
Stainless-Steel Reinforcing Bars: ASTM A 955, Grade 60, Type 304, deformed.
G.
Steel Bar Mats: ASTM A 184, fabricated from ASTM A 615, assembled with clips.
H.
Plain-Steel Wire: ASTM A 1064, as drawn.
I.
Deformed-Steel Wire: ASTM A 1064.
J.
Epoxy-Coated Wire: ASTM A 884, Class A, Type 1 coated, as-drawn, plain steel wire, with less than 2 percent damaged coating in each 12 inch wire length.
K.
Plain-Steel Welded Wire Reinforcement: ASTM A 1064, plain, fabricated from as-drawn steel wire into flat sheets.
Grade 60, deformed bars,
L.
Deformed-Steel Welded Wire Reinforcement: ASTM A 1064, flat sheet.
M.
Galvanized-Steel Welded Wire Reinforcement: ASTM A 185, plain, fabricated from galvanizedsteel wire into flat sheets.
N.
Epoxy-Coated Welded Wire Reinforcement: ASTM A 884, Class A coated, Type 1, plain steel.
2.03 REINFORCEMENT ACCESSORIES A.
Joint Dowel Bars: ASTM A 615, Grade 60, plain-steel bars, cut true to length with ends square and free of burrs.
B.
Epoxy-Coated Joint Dowel Bars: ASTM A 615, Grade 60, plain-steel bars, ASTM A 775 epoxy coated.
C.
Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy coating on reinforcement and complying with ASTM A 775.
03 30 00-4
CAST-IN-PLACE CONCRETE
Material: ASTM A 780, zinc-based solder, paint containing zinc dust, or
D.
Zinc zinc.
E.
Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice," of greater compressive strength than concrete and as follows: 1. For concrete surfaces exposed to view where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainless-steel bar supports. 2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar supports. 3. For zinc-coated reinforcement, use galvanized wire or dielectric-polymer-coated wire bar supports.
F.
Bar Couplers: Reinforcing steel bar splicing couplers shall be a mechanical type as manufactured by Dayton Barsplice Inc., or equal. Use couplers which develop 125% of the specified yield strength of the reinforcing bars. Make field demonstrations and sample splicing prior to splicing bars being included into the work.
2.04 CONCRETE MATERIALS A.
Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project: 1. Portland Cement: ASTM C 150, Type I, gray a. Fly Ash: ASTM C 618, Class F. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120. c. The Portland cement shall contain not more than 0.60% alkalies. The term "alkalies" referred to herein is defined as the sum of the percentage of sodium oxide and 0.658 times the percentage of potassium oxide (Na20 + 0.658 K20). These oxides shall be determined in accordance with ASTM C 114. d. The Portland cement shall contain not more than 8% tricalcium aluminate. e. A single brand of cement shall be used throughout the Work, and prior to its use, the brand shall be acceptable to the Engineer. f. The cement shall be suitably protected from exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. g. Certified mill test reports for each shipment of cement to be used shall be submitted to the Engineer if requested regarding compliance with these Specifications. h. Fly ash shall have a carbon content of less than 4% as measured by the loss on ignition. 75% of the fly ash shall have a fineness of 45 microns or less. 2. Blended Hydraulic Cement: ASTM C 595, Type IS, portland blast-furnace slag cement.
B.
Silica Fume: ASTM C 1240, amorphous silica.
C.
Normal-Weight Aggregates: ASTM C 33, Class 3S coarse aggregate or better, graded. Provide aggregates from a single source with documented service record data of at least 10 years' satisfactory service in similar applications and service conditions using similar aggregates and cementitious materials. 1. Maximum Coarse-Aggregate Size: 1-1/2 inches nominal. 2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement. 3. Coarse aggregates shall consist of well-graded, clean, hard, durable gravel, crushed gravel, crushed rock or a combination thereof. Coarse aggregates shall not contain any materials that are reactive with the alkalis in the cement when exposed to moisture. Where aggregate reactivity has not been established or tested, low-alkali cement shall be used. 4. Fine aggregates shall be natural sand or a combination of natural and manufactured sand that are hard and durable. · 5. Combined aggregates shall be well graded from coarse to fine sizes, and shall be uniformly graded between screen sizes to produce a concrete that has optimum
03 30 00-5
CAST -IN~PLACE CONCRETE
6. 7.
8.
9.
workability and consolidation characteristics. Where a trial batch is required for mix design, the final combined aggregate gradations will be established during the trail batch process When tested in accordance with "Potential Reactivity of Aggregates (Chemical Method)" (ASTM C 289), the ratio of silica released to reduction in alkalinity shall not exceed 1.0. When tested in accordance with "Organic Impurities in Sands for Concrete" (ASTM C 40), the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution. When tested in accordance with "Resistance to Abrasion of Small size Coarse Aggregate by Use of the Los Angeles Machine (ASTM C 131 ), the coarse aggregate shall show a loss not exceeding 42% after 500 revolutions, or 10.5% after 100 revolutions. When tested in accordance with "Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate" (ASTM C 88), the loss resulting after five cycles shall not exceed 15% for fine or coarse aggregate when using sodium sulfate.
D.
Lightweight Aggregate: ASTM C 330, 1-inch nominal maximum aggregate size.
E.
Water: ASTM C 1602 and potable.
2.05 ADMIXTURES A.
Air-Entraining Admixture: ASTM C 260.
B.
Concrete used for liquid containing or retaining structures such as tanks, basins or other liquid retaining or holding structures shall include a crystalline waterproofing admixture such as that manufactured by Xypex Chemical Corp, Such admixture is to be provided for all elements of such liquid containing or retaining structures including top slabs and beams for closed tanks or basins. Equal admixtures from any other manufacturer are acceptable. Mix designs containing flyash shall use Xypex Admix C-500 or equal. Mix design without fly ash shall use Xypex Admix C-1 000 or equal. Follow all manufacturer recommendations including dosage rates.
C.
Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. 1. Water-Reducing Admixture: ASTM C 494, Type A. 2. Retarding Admixture: Use where the air temperature at the time of placement is expected to be consistently over 80° F. ASTM C 494, Type B. ' 3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494, Type F. High-Range; WaterReducing and Retarding Admixture: ASTM C 494, Type G. a. If the high range water reducing agent is added to the concrete at the batch plant, it shall be second generation type. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified. b. If the high range water reducer is added to the concrete at the job site, it shall be used in conjunction with a low range water reducer. Concrete shall have a slump of 3 inches ± 1/2 inch prior to adding the high range water reducing admixture at the job site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested prior to each day's operation of the job site system. c. Concrete shall be mixed at mixing speed for a minimum of 30 mixer revolutions after the addition of the high range water reducer. 5. Plasticizing and Retarding Admixture: ASTM C 1017, Type II. 6. Viscosity Modifying Admixture: ASTM C 494, Type S.
D.
Set-Accelerating Corrosion-Inhibiting Admixture: Use where the air temperature at the time of placement is expected to be consistently under 40° F. Commercially formulated, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and
03 30 00-6
CAST -IN-PLACE CONCRETE
minimizing chloride reactions with steel reinforcement in concrete and complying with ASTM C 494, Type C. 1. Products: Subject to compliance with requirements, provide the following: a. Axim ltalcementi Group, Inc.; CATEXOL CN-CI. b. BASF Construction Chemicals Building Systems; Rheocrete CNI. · c. Euclid Chemical Company (The), an RPM company; ARRMATECT. d. Grace Construction Products, W. R. Grace & Co.; DCI. e. Sika Corporation; Sika CNI. E.
Non-Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, non-setaccelerating, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete. 1. Products: Subject to compliance with requirements, provide the following: a. BASF Construction Chemicals - Building Systems; Rheocrete 222+. b. Cartee Corporation; MCI- 2000. c. Grace Construction Products, W. R. Grace & Co.; DCI-S. d. Sika Corporation; FerroGard 901.
2.06 WATERSTOPS A.
Flexible Rubber Waterstops: CE CRD-C 513 with factory installed metal eyelets for embedding in concrete to prevent passage of fluids through joints. Factory fabricate corners, intersections, and directional changes. 1.. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Greenstreak. b. Williams Products, Inc. 2. Profile: Flat, dumbbell with center bulb. 3. Dimensions: 4 inches by 3/16 inch thick; non-tapered.
B.
Chemically Resistant Flexible Waterstops: Thermoplastic elastomer rubber waterstops with factory installed metal eyelets for embedding in concrete to pr:event passage of fluids through joints; resistant to oils, solvents, and chemicals. Factory fabricate corners, intersections, and directional changes. 1. Products: Subject to compliance with requirements, 'provide the following: a. JP Specialties, Inc.; Earth Shield TPE-Rubber. b. Vinylex Corp.; PetroStop. c. WESTEC Barrier Technologies, Inc.; 600 Series TPE-R. 2. Profile: Flat, dumbbell with center bulb. 3. Dimensions: 4 inches by 3/16 inch thick; non-tapered.
C.
Flexible PVC Waterstops: CE CRD-C 572, with factory installed metal eyelets for embedding in concrete to prevent passage of fluids through joints. Factory fabricate corners, intersections, and directional changes. 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. BoMetals, Inc. b. Greenstreak. c. Paul Murphy Plastics Company. d. Vinylex Corp. 2. Profile: Flat, dumbbell with center bulb. 3. Dimensions: 4 inches by 3/16 inch thick; non-tapered.
D.
Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip, butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding to concrete, 3/4 by 1 inch. 1. Products: Subject to compliance with requirements, provide the following: a. Carlisle Coatings & Waterproofing, Inc.; MiraSTOP.
03 30 00 7
CAST-IN-PLACE CONCRETE
b. c. d. e. f. E.
Volclay Concrete Sealants Inc.; Conseal CS-231. Greenstreak; Swellstop. Henry Company, Sealants Division; Hydro-Flex. JP Specialties, Inc.; Earth Shield Type 20.
Self-Expanding Rubber Strip Waterstops: Manufactured rectangular or trapezoidal strip, bentonite-free hydrophilic polymer modified chloroprene rubber, for adhesive bonding to concrete, 3/8 by 3/4 inch. 1. Products: Subject to compliance with requirements, provide the following: a. Adeka Ultra Seai/OCM, Inc.; Adeka Ultra Seal. b. Greenstreak; Hydrotite. c. Vinyl ex Corp.; Swellseal.
2.07 CURING MATERIALS A.
Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete. 1. Products: Subject to compliance with requirements, provide the following: a. Axim ltalcerrienti Group, Inc.; CATEXOL CimFilm. b. BASF Construction Chemicals- Building Systems; Confilm. c. ChemMasters; SprayFilm. d. Conspec by Dayton Superior; Aquafilm. e. Dayton Superior Corporation; Sure Film (J-74). f. Edoco by Dayton Superior; BurkeFilm. g. Euclid Chemical Company (The), an RPM company; Eucobar. h. Kaufman Products, Inc.; Vapor-Aid. i. Lambert Corporation; LAMBCO Skin. j. L&M Construction Chemicals, Inc.; E-CON. k. Meadows, W. R., Inc.; EVAPRE. I. Metalcrete Industries; Waterhold. m. Nox-Crete Products Group; MONOFILM. n. Sika Corporation; SikaFilm. o. SpecChem, LLC; Spec Film. p. Symons by Dayton Superior; Finishing Aid. q. TK Products, Division of Sierra Corporation; TK-2120 TRI-FILM. r. Unitex; PRO-FILM. s. Vexcon Chemicals, Inc.; Certi-Vex Envio Set.
B.
Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz. I sq. yd. when dry.
C.
Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.
D.
Water: Potable.
E.
Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, dissipating. 1. Products: Subject to compliance with requirements, provide the following: a: Anti-Hydro International, Inc.; AH Curing Compound #2 DR WB. b. BASF Construction Chemicals - Building Systems; Kure 200. c. ChemMasters; Safe-Cure Clear. d. Conspec by Dayton Superior; W.B. Resin Cure. e. Dayton Superior Corporation; Day-Chem Rez Cure (J-11-W). f. Edoco by Dayton Superior; Res X Cure WB. g. Euclid.Chemical Company (The), an RPM company; Kurez W VOX; TAMMSCURE WB 30C. h. Kaufman Products, Inc.; Thinfilm 420. i. Lambert Corporation; AQUA KURE- CLEAR.
03 30 00-8
CAST-IN-PLACE CONCRETE
j.
k. I. m. n. o. p. q.
L&M Construction Chemicals, Inc.; L&M Cure Meadows, W. R., Inc.; 11 00-CLEAR. Nox-Crete Products Group; Resin Cure E. Right Pointe; Clear Water Resin. SpecChem, LLC; Spec Rez Clear. Symons by Dayton Superior; Resi-Chem Clear. TK Products, Division of Sierra Corporation; TK-2519 DC WB. Vexcon Chemicals, Inc.; Certi-Vex Enviocure 100.
F.
Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, nondissipating, certified by curing compound manufacturer to not interfere with bonding of floor covering. 1. Products: Subject to compliance with requirements, provide the following: a. Anti-Hydro International, Inc.; AH Clear Cure WB. b. BASF Construction Chemicals - Building Systems; Kure-N-Seal WB. c. ChemMasters; Safe-Cure & Seal20. d. Conspec by Dayton Superior; Cure and Seal WB. e. Cresset Chemical Company; Crete-Trete 309-VOC Cure & Seal. f. Dayton Superior Corporation; Safe Cure and Seal (J-18). g. Edoco by Dayton Superior; Spartan Cote WB II. h. Euclid Chemical Company (The), an RPM company; Aqua Cure VOX; Clearseal WB 150. i. Kaufman Products, Inc.; Cure & Seal 309 Emulsion. j. Lambert Corporation; Glazecote Sealer-20. k. L&M Construction Chemicals, Inc.; Dress & Seal WB. I. Meadows, W. R., Inc.; Vocomp-20. m. Metalcrete Industries; Metcure. n. Nox-Crete Products Group; Cure & Seal 150E. o. Symons by Dayton Superior; Cure & Seal 18 Percent E. p. TK Products, Division of Sierra Corporation; TK-2519 WB. q. Vexcon Chemicals, Inc.; Starseal 309.
G.
Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, 18 to 25 percent solids, nondissipating certified by curing compound manufacturer to not interfere with bonding of floor covering. 1. Products: Subject to compliance with requirements; provide the following: a. BASF Construction Chemicals- Building Systems; Kure-N-Seal W. b. ChemMasters; Safe-Cure Clear. c. Conspec by Dayton Superior; High Seal. d. Dayton Superior Corporation; Safe Cure and Seal (J-19). e. Edoco by Dayton Superior; Spartan Cote WB II 20 Percent. f. Euclid Chemical Company (The), an RPM company; Diamond Clear VOX; Clearseal WB STD. g. Kaufman Products, Inc.; SureCure Emulsion. h. Lambert Corporation; Glazecote Sealer-20. i. L&M Construction Chemicals, Inc.; Dress & Seal WB. j. Meadows, W. R., Inc.; Vocomp-20. k. Metalcrete Industries; Metcure 0800. I. Nox-Crete Products Group; Cure & Seal 200E. m. Symons by Dayton Superior; Cure & Seal 18 Percent E. n. Vexcon Chemicals, Inc.; Starseal 0800.
H.
Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A. 1. Products: Subject to compliance with requirements,provide the following: a. BASF Construction Chemicals- Building Systems; Kure-N-Seal25 LV.
03 30 00-9
CAST-IN-PLACE CONCRETE
b. c. d. e. f.
2. I.
ChemMasters; Spray-Cure & Seal Plus. Conspec by Dayton Superior; Sealcure 1315. Dayton Superior Corporation; Day-Chem Cure and Seal (J-22UV). Edoco by Dayton Superior; Cureseal 1315. Euclid Chemical Company (The), an RPM company; Super Diamond Clear; LusterSeal 300. g. Kaufman Products, Inc.; Sure Cure 25. h. Lambert Corporation; UV Super Seal. i. L&M Construction Chemicals, Inc.; Lumiseal Plus. j. Meadows, W. R., Inc.; CS-309/30. k. Metalcrete Industries; Seal N Kure 30. I. Right Pointe; Right Sheen 30. m. Vexcon Chemicals, Inc.; Certi-Vex AC 1315. VOC Content: Curing and sealing compounds shall have a VOC content of 200 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24).
Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A. 1. Products: Subject to compliance with requirements, provide the following: a. BASF Construction Chemicals - Building Systems; Kure 1315. b. ChemMasters; Polyseal WB. c. Conspec by Dayton Superior; Sealcure 1315 WB. d. Edoco by Dayton Superior; Cureseal1315 WB. e. Euclid Chemical Company (The), an RPM company; Super Diamond Clear VOX; LusterSeal WB 300. f. Kaufman Products, Inc.; Sure Cure 25 Emulsion. g. Lambert Corporation; UV Safe Seal. h. L&M Construction Chemicals, Inc.; Lumiseal WB Plus. i. Meadows, W. R., Inc.; Vocomp-30. j. Metalcrete Industries; Metcure 30. k. Right Pointe; Right Sheen WB30. I. Symons by Dayton Superior; Cure & Seal 31 Perc;;ent E. m. Vexcon Chemicals, Inc.; Vexcon Starseal1315. 2. VOC Content: Curing and sealing compounds shall have a VOC content of 200 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24).
2.08 SEALANT A.
The joint sealant shall be a two-part, gray, nonstaining, nonsagging, polyurethane sealant, which cures at ambient temperature to a firm, flexible, resilient, tear-resistant rubber.
B.
Technical Requirements: 1. Consistency 2. Tack free time 3. Pot life 4. Hardness 5. Elongation 6. Tensile strength, ASTM D 412 7. Peel strength on concrete 8. Temperature service range
C.
Gun grade 72 hours maximum 1 to 3 hours 30 Shore A, +/-5 50% 200 psi No loss of bond with 50% +/- movement -40 F to +150 F
Backing Rod: Backing rod shall be an extruded closed-cell polyethylene foam road. The rod shall be 1/4 inch larger in diameter than the joint width. Where possible, provide full-length sections for the joint; minimize splices. Apply backup rod and bond breaker tape in expansion joints.
03 30 00- 10
CAST-IN-PLACE CONCRETE
D.
Bond breaker shall be an adhesive~backed butyl or polyethylene which will adhere to the premolded joint material or concrete surface The shall be the same width as the joint. The tape shall be compatible with the sealant.
E.
Expansion Joint Filler: Extruded closed~cell polyethylene foam equal in thickness to joint. Provide foam with tear off strip where joint to receive sealant.
F.
Premolded joint Filler: Joint filler shall be preformed, non extruded type constructed of closed~ cell neoprene conforming to ASTM 0 1752. Type 1.
2.09 RELATED MATERIALS
A.
Expansion and Isolation-Joint-Filler Strips: ASTM 0 1751, asphalt-saturated cellulosic fiber.
B.
Semirigid Joint Filler: Two-component, semirigid, 100 percent solids, epoxy resin with a Type A shore durometer hardness of 80 per ASTM D 2240.
C.
Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene.
D.
Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to suit requirements, and as follows: 1. Types I and II, non-load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.
E.
Reglets: Fabricate reglets of not less than 0.022 inch thick, galvanized-steel sheet. Temporarily fill or cover face opening of reglet to prevent intrusion of concrete or debris.
F.
Dovetail Anchor Slots: Hot-dip galvanized-steel sheet, not less than 0.034 inch thick, with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion of concrete or debris.
G.
Nonshrink grout shall conform to ASTM C 1107.
2.10 REPAIR MATERIALS
A.
Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch and that can be feathered at edges to match adjacent floor elevations. · 1. Cement Binder: ASTM C 150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219. 2. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application. 3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by underlayment manufacturer. 4. Compressive Strength: Not less than 4100 psi at 28 days when tested according to ASTM c 109.
B.
Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/4 inch and that can be filled in over a scarified surface to match adjacent floor elevations. 1. Cement Binder: ASTM C 150, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219. 2. Primer: Product of topping manufacturer recommended for substrate, conditions, and application. 3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch or coarse sand as recommended by topping manufacturer. 4. Compressive Strength: Not less than 5000 psi at 28 days when tested according to ASTM c 109.
2.11 CONCRETE MIXTURES, GENERAL
A.
Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301.
03 30 00- 11
CAST-IN-PLACE CONCRETE
1.
Use a qualified independent testing agency for preparing and reporting designs based on laboratory trial mixtures.
mixture
B.
Cementitious Materials: Use fly ash, pozzolan, ground granulated blast-furnace slag, and silica fume as needed to reduce the total amount of portland cement, which would otherwise be used, by not less than 40 percent. 1. Fly Ash: 25 percent. 2. Combined Fly Ash and Pozzolan: 25 percent. 3. Ground Granulated Blast-Furnace Slag: 50 percent. 4. Combined Fly Ash or Pozzolan and Ground Granulated Blast-Furnace Slag: 50 percent portland cement minimum, with fly ash or pozzolan not exceeding 25 percent. 5. Silica Fume: 10 percent. 6. Combined Fly Ash, Pozzolans, and Silica Fume: 35 percent with fly ash or pozzolans not exceeding 25 percent and silica fume not exceeding 10 percent. 7. Combined Fly Ash or Pozzolans, Ground Granulated Blast-Furnace Slag, and Silica Fume: 50 percent with fly ash or pozzolans not exceeding 25 percent and silica fume not exceeding 10 percent.
C.
Limit water-soluble, chloride-ion content in hardened concrete to 0.06 percent by weight of cement.
D.
Admixtures: Use admixtures according to manufacturer's written instructions. 1. Use water-reducing admixture in concrete, as required, for placement and workability. 2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions. 3. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a water-cementitious materials ratio below 0.50. 4. Use corrosion-inhibiting admixture in concrete mixtures where indicated.
E.
Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.
F.
Controlled Low Strength Material (Fiowable Fill): Flowable fill shall be manufactured at plants that have qualified as an approved source in accordance with the Standard Operating Procedure for Ready-Mix Concrete ' 1. The Contractor shall submit mix design for flowable fill to the Engineer for approval. The following table lists the suggested mix design for flowable fill: *Update table for your project. Pay attention to match the cement type. QUANTITY
COMPONENT CEMENT TYPE 1 FLY ASH WATER
AIR UNIT WEIGHT
75-150 LBIYD3 150-600 LBIYD3 MIX DESIGN SHALL PRODUCE A CONSISTENCY THAT WILL RESULT IN A FLOWABE, SELF-LEVELING PRODUCT AT THE TIME OF PLACEMENT. 5%-15% 100-125 LB/FT3
2.12 CONCRETE MIXTURES FOR BUILDING ELEMENTS A.
Footings: Proportion normal-weight concrete mixture as follows: 1. Minimum Compressive Strength: 5000 psi at 28 days. 2. Maximum Water-Cementitious Materials Ratio: 0.50 3. Slump Limit: 4 inches, plus or minus 1 inch. 4. Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2-inch nominal maximum aggregate size.
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CAST-IN-PLACE CONCRETE
5. B.
Air Content: 6 plus or minus 1.5 maximum aggregate size.
at point of delivery for 1-inch nominal
Foundation Walls: Proportion normal-weight concrete mixture as follows: 1. Minimum Compressive Strength: 5000 psi at 28 days. 2. Maximum Water-Cementitious Materials Ratio: 0.50 3. Slump Limit: 4 inches, plus or minus 1 inch. 4. Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery for 1-1 /2-inch nominal maximum aggregate size. 5. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1-inch nominal maximum aggregate size.
2.13 FABRICATING REINFORCEMENT A.
Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."
CONCRETE MIXING A.
Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and ASTM C 1116/C 1116M and furnish batch ticket information. 1. When air temperature is between 85 and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.
B.
Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM C 1602. Mix concrete materials in appropriate drum-type batch machine mixer. 1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released. 2. For mixer capacity larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd. 3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixture time, quantity, and amount of water added. Record approximate location of final deposit in structure.
PART 3 EXECUTION 3.01 FORMWORK A.
Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure can support such loads.
B.
Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117.
C.
Limit concrete surface irregularities, designated by ACI 347 as abrupt or gradual, as follows: 1. Class A, 1/8 inch for smooth-formed finished surfaces. 2. Class B, 1/4 inch for rough-formed finished surfaces.
D.
Construct forms tight enough to prevent loss of concrete mortar.
E.
Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. 1. Install keyways, reglets, recesses, and the like, for easy removal. 2. Do not use rust-stained steel form-facing material.
F.
Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds.
G.
Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.
03 30 00- 13
CAST-IN-PLACE CONCRETE
of permanently
ex[Jo~;ed
concrete.
H.
Chamfer exterior corners and
I.
Form openings, chases, offsets, sinkages, keyways, reglets, blocking, and bulkheads required in the Work. Determine sizes and locations from trades providing such items.
J.
Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.
K.
Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.
L.
Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.
3.02 EMBEDDED ITEMS A.
Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. 1. Install anchor rods, accurately located, to elevations required and complying with tolerances in Section 7.5 of AISC's "Code of Standard Practice for Steel Buildings and Bridges." 2. Install reglets to receive waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, shelf angles, and other conditions. 3. Install dovetail anchor slots in concrete structures as indicated.
3.03 REMOVING AND REUSING FORMS A.
General: Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F for 24 hours after placing concrete. Concrete has to be hard enough to not be damaged by form-removal operations and curing and protection operations need to be maintained. 1. Leave formwork for beam soffits, joists, slabs, and other structural elements that supports weight of concrete in place until concrete has achieved at least 70 percent of its 28-day design compressive strength. 2. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.
B.
Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-release agent.
C.
When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by Engineer.
3.04 SHORES AND RESHORES A.
Comply with ACI 318 and ACI 301 for design, installation, and removal of shoring and reshoring. 1. Do not remove shoring or reshoring until measurement of slab tolerances is complete.
B.
In multistory construction, extend shoring or reshoring over a sufficient number of stories to distribute loads in such a manner that no floor or member will be excessively loaded or will induce tensile stress in concrete members without sufficient steel reinforcement.
C.
Plan sequence of removal of shores and reshore to avoid damage to concrete. Locate and provide adequate reshoring to support construction without excessive stress or deflection.
3.05 VAPOR RETARDERS A.
Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder according to ASTM E 1643 and manufacturer's written instructions. 1. Lap joints 6 inches and seal with manufacturer's recommended tape.
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B.
Bituminous Vapor Retarders: manufacturer's written instructions.
C.
Granular Course: Cover vapor retarder with granular fill, moisten, and compact with mechanical equipment to elevation tolerances of plus 0 inch or minus 3/4 inch. 1. Place and compact a 1/2 inch thick layer of fine-graded granular material over granular fill.
3.06
and
bituminous vapor retarder according to
REINFORCEMENT .
'
A.
General: Bar bending details and placing drawings shall conform to the "ACI Detailing Manual" ACI SP-66 and with CRSI's "Manual of Standard Practice" for placing reinforcement. 1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.
B.
Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that would reduce bond to concrete.
C.
Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars.
D.
Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.
E.
Install welded wire reinforcement in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.
F.
Epoxy-Coated Reinforcement: Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963. Use epoxy-coated steel wire ties to fasten epoxy-coated steel reinforcement.
G.
Zinc-Coated Reinforcement: Repair cut and damaged zinc coatings with zinc repair material according to ASTM A 780. Use galvanized steel wire ties to fasten zinc-coated steel reinforcement.
H.
Concrete surfaces exposed to Ozone shall have 3 inch steel cover.
I.
Steel in walls, unless otherwise shown, shall be continuous through the length of the various . members.
J.
Wire mesh reinforcements in slabs shall be continuous, shall have joints lapped at least one full square+ 2", and shall be supported as specified.
K.
Welding of reinforcing bars is prohibited unless noted otherwise. When welding is approved, welding shall be in accordance with AWS D1.4 "Welding Reinforcing Steel".
L.
Provide corner bars of the same size and spacing as adjacent reinforcing.
M.
Openings in walls or structural slabs shall be reinforced with minimum 2-#5 bars on all sides or as indicated in details. Extend reinforcing minimum 24" beyond the opening or as indicated.
N.
All reinforcing bars are to be made continuous or lapped minimum 48 bar diameters or-as indicated on drawings.
·0.
P.
Dowel Bar Substitution: Contractor has the option to replace any or all dowels indicated on the drawings with a dowel bar substitution. Dowel bar substitution shall be of a size to match size of dowels indicated for strength. Inserts shall be secured to the forms in a manner recommended by the manufacturer. Bolts shall be provided with wire fabricated type to provide bolt clearance. Epoxy Adhesive Set Dowel Bars: 1. Install in accordance with adhesive manufacture recommendations. 2. Drill hole 1/8" larger than the bar outer diameter to a depth 1/2" deeper than the minimum design embedment. 3. Clean the hole completely with brush and air blast removing all debris. 4. Fill hole half full with properly mixed adhesive.
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5. 6.
Insert the bar while rotating it two full revolutions to completely distribute epoxy throughout the annular space. Agitate the bars to remove all air voids to full depth embedment penetration.
3.07 JOINTS A.
General:
B.
Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Engineer. 1. Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs. 2. Form keyed joints as indicated. Embed keys at least 1 1/2 inches into concrete. 3. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the. beam width from a beam,.girder intersection. 4. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs. 5. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible. 6. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. 7. Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.
Construct joints true to line with faces perpendicular to surface plane of concrete.
C.
Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least onefourth of concrete thickness as follows: 1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint to a radius of 1/8 inch. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces. 2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8 inch wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.
D.
Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated. 1. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface unless otherwise indicated. 2. Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch below finished concrete surface where joint sealants, specified in Division 07 Section "Joint Sealants," are indicated. 3. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.
E.
Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.
3.08 WATERSTOPS A.
Flexible Waterstops: Install in construction joints and at other joints indicated to form a continuous diaphragm. Install in longest lengths practicable. Support and protect exposed waterstops during progress of the Work. Field fabricate joints in waterstops according to manufacturer's written instructions.
B.
To properly secure waterstops in wall joints before concrete is placed, drill holes in waterstops approximately 1 inch from each edge or between the outermost ribs at each edge and center the waterstop in the joint. Tie both edges of the waterstop and fasten to reinforcing steel with black annealed steel tie wire as specified for tying reinforcing steel and secure in place so that
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the waterstop will be perpendicular to the joint and remain in the required position during concrete placement. The spacing of the waterstop ties shall match the spacing of the adjacent reinforcing, but need not be spaced closer than 12 inches on center. C.
Self-Expanding Strip Waterstops: install in construction joints and at other locations indicated, according to manufacturer's written instructions, adhesive bonding, mechanically fastening, and firmly pressing into place. Install in longest lengths practicable.
D.
Horizontal PVC waterstops in slabs shall have the edge of the waterstop lifted while placing concrete below the waterstop. Then the waterstop shall be manually forced against and into the placed concrete and covered with fresh concrete, to ensure adequate encasement of the waterstop in concrete.
E.
Waterstops shall be installed so that half of the width will be embedded on each side of the joint. Care shall be exercised to ensure that the waterstop is completely embedded in voidfree concrete.
3.09 INSTALLATION OF JOINT SEALANTS A.
Immediately before installing the joint sealant, clean the joint cavity by sandblasting or power wire brushing. Install bond breaker tape per manufacturer's instructions.
B.
After the joints have been prepared as described above, apply the joint sealant. Apply the primer, if required, and joint sealant only with the equipment and methods recommended by the joint sealant manufacturer.
C.
Application criteria for the sealant materials, such as temperature and moisture requirements and primer cure time, shall be in accordance with the recommendations of the sealant manufacturer.
D.
Apply masking tape along the edges of the exposed surface of the exposed joints. Trowel the joints smooth with a tuck pointing tool wiped with a solvent recommended by the sealant manufacturer.
E.
After the sealant has been applied, remove the masking tape and any sealant spillage.
F.
Installation of Premolded Joint Filler: Install in joint accurately as shown. Attach to concrete with a bonding agent recommended by the joint sealant and joint filler manufacturer for compatibility.
3.10 CONCRETE PLACEMENT A.
Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed.
B.
Do not add water to concrete during delivery, at Project site, or during placement unless such quantity of water is intentionally withheld for later addition at project site. Such addition, in no case should result in altering of the specified water to cementitious material ratio. Indicate the amount of mixing water that is withheld for later addition at the project site on the batch tickets. Provide such batch tickets to the concrete inspector for review and record.
C.
Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301. 1. Do not add water to concrete after adding high-range water-reducing admixtures to mixture.
D.
Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete to avoid segregation. 1. Deposit concrete in horizontal layers of depth to not exceed formwork design pressures and in a manner to avoid inclined construction joints. 2. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301. 3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6
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inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate. E.
Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete. 1. Consolidate concrete during placement operations so concrete is thoroughly worked around reinforcement and other embedded items and into corners. 2. Maintain reinforcement in position on chairs during concrete placement. 3. Screed slab surfaces with a straightedge and strike off to correct elevations. 4. Slope surfaces uniformly to drains where required. 5. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleed water appears on the surface. Do not further disturb slab surfaces before starting finishing operations.
F.
Placement in Wall Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, whether reinforcement is present or not, causing separation of the coarse aggregate from the mortar on account of repeatedly hitting rods or the sides of the form as it falls, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, some means such as the use of hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete exceed 4 feet before the ends of ducts, chutes, or buggies. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6 feet in horizontal direction. Concrete in forms shall be deposited in uniform horizontal layers not deeper than 2 feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in forms shall not exceed 5 feet of vertical rise per hour.
G.
Conveyor Belts and Chutes: All ends of chutes, hopper gates, and all other points of concrete discharge throughout the Contractor's conveying, hoisting and placing system shall be so designed and arranged that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the Engineer. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the specified consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway.
H.
Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the pour. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an upslope direction
I.
Temperature of Concrete: Concrete temperature shall conform to the applicable requirements of ACI 305.1 - Specification for Hot Weather Concreting and ACI 306.1 - Specification for Cold Weather Concreting, unless otherwise modified herein. The temperature of concrete when it is being placed shall be not more than goo F. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the specified minimum temperature. If concrete is placed when the weather is such that the temperature of the concrete would exceed goo F, the Contractor shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete, as it is placed, below goo F. The Contractor shall be entitled to no additional compensation on the account of the foregoing requirements.
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J.
Concrete shall be handled from the mixer to the of final deposit rapidly practicable by methods, which will prevent segregation or loss of ingredients and in a manner that the required quality of the concrete is maintained. No concrete shall be placed more than 1% hours after mixing of that particular batch has commenced.
K.
Pumping Equipment: Pumping equipment and procedures, if used, shall conform to the recommendations contained in the report of ACI Committee 304 on Placing Concrete by Pumping Methods, ACI 304.2R. The specified slump shall be measured at the point of discharge. The loss of slump in pumping shall not exceed 1 inch with or without a superplastizer. The slump loss shall be determined by tests made at each end of the pumping system. If tests indicate a loss greater than 1 inch, the contractor shall modify the pumping system as required to reduce the slump loss.
L.
The order of placing concrete in all parts of the work shall be acceptable to the Engineer. In order to minimize the effects of shrinkage, placement shall be scheduled so that one end of each unit is free, except at corner closures. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 7 days before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until th.e 2 adjacent wall panels have cured at least 14 days.
M.
The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4 inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2 of an inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and alllaitance shall be removed.
N.
As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted, throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete during placement. Vibrators shall be high-speed power vibrators (8,000 to 10,000 rpm) of an immersion type in sufficient number and with (at least one) standby units as required.
0.
Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that all air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration, over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete.
P.
Concrete in walls shall be internally vibrated and at the same time stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces, eliminating all air or stone pockets which may cause honeycombing, pitting or planes of weakness. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly as specified. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the results herein specified within 15 minutes after concrete of the prescribed consistence is placed in the forms. The vibrating head shall be kept from contact with the surfaces of the forms. Overvibrating and use of vibrators to transport concrete within forms shall not be allowed. Vibrators shall be inserted and withdrawn at many points, approximately 18 inches apart. At each insertion, the duration shall be sufficient to consolidate the concrete, but not sufficient to cause segregation, generally from 5 to 15 sec. duration.
Q.
Backfill placed against walls and grade beams shall be done evenly on both sides. Do not place backfill against walls until the concrete has attained a compressive strength equal to the specified 28-day compressive strength. Backfill against basement foundation walls shall not be placed until ground level floor and lower level slabs that brace this wall are in place and cured unless the wall is properly braced with temporary bracing. All bracing, if used, shall be
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responsibility of the contractor. Submit all calculations and details to the structural engineer for record. Backfill placed directly adjacent to basement and retaining walls shall be compacted clean free draining granular material. For a minimum of 2'-6" from face of wall. Provide a 1'-6" deep cap of compacted approved impervious cohesive material at top of granular backfill. All backfill shall be compacted using hand operated equipment; no heavy equipment shall be allowed within 5'-0" of any wall.
R.
No aluminum of any type shall be allowed in concrete work unless coated to prevent aluminumconcrete reaction.
S.
Cross reference structural and architectural drawings for inserts, anchor bolts, notches, ledges, lugs, etc. required on beams. Width and depth of beams given are overall out-to-out dimensions of concrete.
T.
All field bending of reinforcing shall be done cold. Heating of bars will not be permitted.
U.
Maximum O.D. of embedded conduit shall be no larger than 1/3 slab thickness. No conduit shall be placed above the welded wire fabric in slabs- on-grade or concrete fill placed onto composite metal deck. Do not place pipes, ducts, reglets or chases in structural concrete or composite floor systems without approval of the structural engineer through the Engineer.
V.
Provide vertical construction joints in concrete walls that have their outside surface exposed to view at a maximum uniform spacing not to exceed 30'-0". Coordinate joint locations with architectural drawings. Do not cast unexposed walls or grade beams in lengths over 60'-0". Wait 48 hours between adjacent pours. Provide waterstops at all vertical construction joints in walls.
W.
Construction joints in floors shall be located within the middle third of spans of slabs, beams, and girders. Joints in girders shall be offset a minimum distance of two times the width of intersecting beams. Provide waterstops at all construction joints in basin top and bottom concrete slab and beam framing.
X.
No footing shall be placed onto or against sub-grades containing free water, frost, or ice.
Y.
Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1. When average high and low temperature is expected to fall below 40 deg F for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301. 2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.
Z.
Hot-Weather Placement: Comply with ACI 305.1 and as follows: 1. Maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.
3.11 CONCRETE SLAB ON GRADE CONSTRUCTION A.
All unacceptable fill and top soil shall be removed from below all proposed slabs-on-grade and the exposed natural soil shall be proof rolled and the compaction verified by a qualified independent soils testing firm prior to placing fill. Areas exhibiting weakness shall be removed and replaced by acceptable compacted fill.
B.
A minimum 4" of compacted granular fill shall be placed under all slabs-on-grade. All fill required to attain final sub-grade for slabs and walls shall be an acceptable material placed and compacted as directed by the project soils consultant report recommendations.
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A vapor barrier with minimum 10 mil thickness shall be placed under all interior or below granular fill for floors to receive floor covering as indicated on architectural drawings. Lap and seal all edges. No vapor barrier required for slab on grades without floor coverings unless noted otherwise. D.
Pitch slabs to drains and provide depressions, where shown on the process or structural or architectural drawings, without reducing the thickness of slab indicated. See details for additional reinforcing for slabs on grade depressions greater than 1".
E.
Provide slab-on-grade construction joints around each column, against grade beams, interior walls, and between columns and walls. Provide slab joints to form areas not to exceed 15' in length in each direction. See typical details. Submit detailed drawings showing locations of all construction joints.
3.12 FINISHING FORMED SURFACES A.
Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defects repaired and patched. Remove fins and other projections that exceed specified limits on formed-surface irregularities. 1. Apply to concrete surfaces not exposed to public view. Example: Exterior walls below grade not exposed to water
B.
Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defects. Remove fins and other projections that exceed specified limits on formed-surface irregularities. 1. Apply to concrete surfaces exposed to public view,. Example: Interior walls exposed to water. Interior walls of structures or buildings exposed to view. Underside of formed floors or slabs. Exterior walls exposed to view.
C.
Rubbed Finish: Apply the following to smooth-formed finished as-cast concrete for basin and tank walls that are exposed to view and where indicated: 1. Smooth-Rubbed Finish: Not later than one day after form removal, moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process. 2. Grout-Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of thick paint to coat surfaces and fill small holes. Mix one part portland cement to one and onehalf parts fine sand with a 1:1 mixture of bonding admixture and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Scrub grout into voids and remove excess grout. When grout whitens, rub surface with clean burlap and keep surface damp by fog spray for at least 36 hours. 3. Cork-Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part portland cement and one part fine sand with a 1:1 mixture of bonding agent and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Compress grout into voids by grinding surface. In a swirling motion, finish surface with a cork float.
D.
Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.
3.13 MISCELLANEOUS CONCRETE ITEMS A.
Filling In: Fill in holes and openings left in concrete structures after work of other trades is in place unless otherwise indicated. Mix, place, and cure concrete, as specified, to blend with inplace construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.
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B.
Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.
C.
Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations, complying with diagrams or templates from manufacturer furnishing machines and equipment.
D.
Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated items. Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and trowel finish concrete surfaces.
3.14 CONCRETE PROTECTING AND CURING A.
General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 301 for hot-weather protection during curing.
B.
Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.
C.
Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for the remainder of the curing period.
D.
Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.
E.
All concrete in liquid containing structures shall be water cured.
F.
Cure concrete according to ACI 308.1, by one or a combination of the following methods: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials: a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers. 2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period using cover material and waterproof tape. a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive floor coverings. b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments. c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining cover or a curing compound that the manufacturer certifies will not interfere with bonding of floor covering used on Project. 3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. a. Removal: After curing period has elapsed, remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacturer unless manufacturer certifies curing compound will not interfere with bonding of floor covering used on Project.
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4.
3.1
Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.
LIQUID FlOOR A.
Penetrating Liquid Floor Treatment: Prepare, apply, and finish penetrating liquid floor treatment according to manufacturer's written instructions. 1. Remove curing compounds, sealers, oil, dirt, laitance, and other contaminants and complete surface repairs. 2. Do not apply to concrete that is less than three days' old. 3. Apply liquid until surface is saturated, scrubbing into surface until a gel forms; rewet; and repeat brooming or scrubbing. Rinse with water; remove excess material until surface is dry. Apply a second coat in a similar manner if surface is rough or porous.
B.
Polished Concrete Floor Treatment: Apply polished concrete finish system to cured and prepared slabs to match accepted mockup. 1. Machine grind floor surfaces to receive polished finishes level and smooth and to depth required to reveal aggregate to match approved mockup. 2. Apply penetrating liquid floor treatment for polished concrete in polishing sequence and according to manufacturer's written instructions, allowing recommended drying time between successive coats. 3. Continue polishing with progressively finer grit diamond polishing pads to gloss level to match approved mockup. 4. Control and dispose of waste products produced by grinding and polishing operations. 5. Neutralize and clean polished floor surfaces.
C.
Sealing Coat: Uniformly apply a continuous sealing coat of curing and sealing compound to hardened concrete by power spray or roller according to manufacturer's written instructions.
D.
When called for in Finish Schedule or on plans, apply first coat of clear concrete floor sealer after final troweling. Surface is damp, but not wet, and can no longer be marred by workman spray sealer at rate of 300 sq. ft. per gallon. After all trades have completed work, mop-clean · floor with TSP solution to remove oil, grease, and dirt, rinsa, allow to dry, then cover with second spray coat of sealer at rate of 400 sq. ft. per gallon. Do not allow puddles to occur in either coat.
3.16 JOINT FilLING A.
Prepare, clean, and install joint filler according to manufacturer's written instructions. 1. Defer joint filling until concrete has aged at least one month(s). Do not fill joints until construction traffic has permanently ceased.
B.
Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact faces of joint clean and dry.
C.
Install semirigid joint filler full depth in saw-cut joints and at least 2 inches deep in formed joints. Overfill joint and trim joint filler flush with top of joint after hardening.
3.17 CONCRETE SURFACE REPAIRS A.
Defective Concrete: Repair and patch defective areas when approved by Engineer. Remove and replace concrete that cannot be repaired and patched to Engineer's approval.
B.
Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for handling and placing.
C.
Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.
03 30 00-23
CAST-IN-PLACE CONCRETE
1.
2.
3.
Immediately after form removal, cut out honeycombs, rock and voids more than 1/2 inch in any dimension to solid concrete. Limit cut depth to 3/4 inch. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by Engineer.
D.
Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template. 1. Repair finished surfaces containing defects. Surface defects include spalls, pop outs, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions. 2. After concrete has cured at least 14 days, correct high areas by grinding. 3. Correct localized low areas during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. 4. Correct other low areas scheduled to receive floor coverings with a repair underlayment. Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations. 5. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. 6. Repair defective areas, except random cracks and single holes 1 inch or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 3/4-inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mixture as original concrete except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete. 7. Repair random cracks and single holes 1 inch or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.
E.
Perform structural repairs of concrete, subject to Engineer's approval, using epoxy adhesive and patching mortar.
F.
Repair materials and installation not specified above may be used, subject to Engineer's approval.
G.
Repair of concrete not passing leakage test: After the structure has been tested for leaks, repair leaking concrete cracks by cutting out a square edged and uniformly aligned joint 3/8 inch wide by 3/4 inch deep, preparing exposed surfaces of the joint, priming the joint, and apply low viscosity polyurethane joint sealant in accordance with Manufacturer. The Contractor may submit alternate methods of crack repair for review by the Engineer.
03 30 00-24
CAST-IN-PLACE CONCRETE
A.
Testing and Inspecting: Owner will engage a special inspector to perform field tests and inspections and prepare test reports.
B.
Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.
C.
Inspections: 1. Steel reinforcement placement. 2. Steel reinforcement welding. 3. Headed bolts and studs. 4. Verification of use of required design mixture. 5. Concrete placement, including conveying and depositing. 6. Curing procedures and maintenance of curing temperature. 7. Verification of concrete strength before removal of shores and forms from beams and slabs.
D.
Concrete Tests: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements: 1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd., but less than 25 cu. yd., plus one set for each additional 50 cu. yd. or fraction thereof. 2. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd. or fraction thereof of each concrete mixture placed each day. a. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used. 3. Slump: ASTM C 143; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change. 4. Air Content: ASTM C 231, pressure method, for normal-weight concrete; ASTM C 173, volumertric methods, for structural lightweight concrete one test for each composite sample, but not less than one test for each day's pour of each concrete mixture. 5. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and one test for each composite sample. 6. Unit Weight: ASTM C 138, fresh unit weight of structural lightweight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture. 7. Compression Test Specimens: ASTM C 31. a. Cast and laboratory cure two sets of two and one set of one standard cylinder specimens for each composite sample. b. Cast and field cure two sets of two standard cylinder specimens for each composite sample. 8. Compressive-Strength Tests: ASTM C 39; test one set of two laboratory-cured specimens at 7 days and one set of two specimens at 28 days. Hold one set of one specimen for future testing if the two tests mentioned above do not meet strength requirements. a. Test one set of two field-cured specimens at 7 days and one set of two specimens at 28 days. b. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from same composite sample and tested at age indicated. 9. When strength of field-cured cylinders is less than 85 percent of companion laboratorycured cylinders, Contractor shall evaluate operations and provide corrective procedures for protecting and curing in-place concrete. 10. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.
03 30 00-25
CAST-IN-PLACE CONCRETE
11.
12.
13.
14. 15.
Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Engineer but will not be used as sole basis for approval or rejection of concrete. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Engineer. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42 or by other methods as directed by Engineer. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.
E.
Measure floor and slab flatness and levelness according to ASTM E 1155 within 24 hours of finishing.
F.
Water-Soluble Chloride Ion: Water-soluble chloride ion testing shall be performed in accordance with ASTM C 1218.
G.
Drying Shrinkage Test 1. Concrete shrinkage tests shall be performed once for each 1,000 cubic yards of concrete with controlled shrinkage that is placed and shall be made on concrete from a batch of concrete from which concrete compression test cylinders are made. Shrinkage testing shall be in accordance with ASTM C 157. 2. A drying shrinkage test shall be conducted on the preliminary trial batch with the maximum water-cementitious materials ratio used to qualify each proposed concrete mix design using the concrete materials, including admixtures, which are proposed for the project. Three test specimens shall be prepared for each test. Specimens shall be fabricated, cured, dried, and measured in accordance with ASTM' C 157. 3. Drying shrinkage for each specimen shall be computed as the difference between the base length at (0) zero days drying age and the length after drying at each test age. Results of the shrinkage test shall be reported to the nearest 0.001%. If drying shrinkage of any specimen deviates from the average for that test age by more than 0.004%, the results for that specimen shall be disregarded. 4. The average drying shrinkage of each set of test specimens cast in the laboratory from a trial batch as measured at the 21 days drying age shall not exceed 0.035% for concrete to be used in liquid-containing structures and 0.045% for concrete to be used in other structures. Drying shrinkage tests will not be required for isolated footings, pipe blocking, pipe encasement, and duct banks. 5. At the Contractor's option, a shrinkage-reducing admixture may be used to comply with the maximum shrinkage requirements. Shrinkage reducing admixture shall be applied at a rate of 1 gallon per cubic yard. All concrete admixtures shall be from one manufacturer and shall be compatible. Admixture content, batching method, and time of introduction to mix shall comply with these specifications and with manufacturer's recommendations. END OF SECTION
03 30 00-26
CAST-IN-PLACE CONCRETE
40
PART 1 1.01
GENERAL THE REQUIREMENT
A
1.02
The Contractor shall construct all precast items as required in the Contract Documents, including all appurtenances necessary to make a complete installation. REFERENCED SPECIFICATIONS, CODES, AND STANDARDS
A
Without limiting the generality of other requirements of these Specifications, all Work specified herein shall conform to or exceed the requirements of the Building Code and the applicable requirements of the following documents to the extent that the provisions of such documents are not in conflict with the requirements of this section.
B.
References herein to "Building Code" shall mean the 2009 International Building Code.
C.
Commercial Standards:
1.03
1.
ASTM C 478 Specification for Precast Reinforced Concrete Manhole Sections.
2.
ASTM C-858 Standard Specification for Underground Precast Concrete Utility Structures
3.
ACI 318 Building Code Requirements for Reinforced Concrete.
CONTRACTOR SUBMITTALS
A
The Contractor shall submit shop drawings for all precast concrete items. Submitted drawings shall show all dimensions, location and type of lifting inserts, and details of reinforcement and joints in accordance with the Section entitled "Submittal Requirements".
B.
For all precast items which are manufactured, the Contractor shall also submit a list of the design criteria used by the manufacturer.
C.
For all precast items which are manufactured, and which have a clear dimension, in any direction, greater than or equal to 4'-0", the Contractor shall submit design calculations showing, at least, the design loads and stresses on the item. Calculations shall be signed and sealed by a Professional Engineer registered in the State of Missouri.
D.
The Contractor shall submit approved ICBO reports for all lifting inserts, showing allowable design loads on the inserts.
E.
The Contractor shall submit third party engineered shop drawings for the wet well and valve vault of the pump station, including design criteria used.
F.
The Contractor shall submit third party engineer calculations for specific designs to account for buoyancy at the wet well and valve vault of the pump station.
1.04 A
DEFINITIONS In these Specifications, where the terms "Precast Concrete" and "Precast Concrete Specialties" are used, they shall have equivalent meaning.
03 40 00-1
PART 2.01
PRODUCTS MANUFACTURED ITEMS
A.
B.
2.02
A.
2.03
A.
Miscellaneous Precast Vaults (including, but not limited to. Electrical Manholes, Handholes, Pull Boxes, and Meter Boxes) 1.
Size- Vault dimensions shall be as required by Drawings.
2.
Material - Concrete used for manufactured vaults shall have a minimum 3000 psi compressive strength.
3.
Covers - Vaults shall have concrete covers with lifting handles Access openings shall be provided by 1) a minimum 30" diameter galvanized steel lids, which are bolted to galvanized steel frames with stainless steel bolts, 2) manhole ring and frames or 3) access hatches, as designated on the Drawings. The galvanized frames and lids shall be provided by the vault manufacturer. Manhole covers and access hatches may be supplied by others- provided the required clearances, dimensions and installation requirements are coordinated between both suppliers. When leveling bolts are used to set the vault top sections, the Contractor shall ensure that the load on the vault will be transferred through the 'mortar to the vault, and will not be carried by the leveling bolts.
4.
Loading- All vaults shall be designed for H-20 traffic loading. Access openings located in driving surfaces shall be designed for H-20 traffic loading. Access openings for vaults that are elevated above the surrounding surface and located in non-driving surfaces shall be designed for 300 pounds per square foot loading, unless otherwise indicated.
5.
Mechanical Details - Piping, electrical, and other details shall be as required by the Contract Documents.
Precast Manholes and Wet Wells: Precast manholes and wet wells shall conform to the requirements of ASTM Designation C 4 78 with reinforcement of Grade 60 bars and the following modifications thereto: 1.
The minimum wall thickness shall be 6 inches.
2.
Cement to be used in precast manholes shall be Type 1/11..
3.
The date of manufacture and name of manufacturer shall be marked inside each precast section.
4.
Joints shall be a compression type, neoprene gasket joint of a design approved by the Engineer. The unfilled portion of the joint shall be filled with preformed plastic joint sealing compound that conforms to Federal Specification SS-S-0021 0.
5.
No more than 3 lift holes may be cast or drilled in each section.
6.
All grout used for sealing around pipe openings shall be of a type acceptable to the Engineer and designed for use in water. All openings and joints shall be sealed watertight.
7.
Interior and exterior coatings shall be as specified in the Sewer System, Painting and/or Structural Corrosion Barrier Sections.
SITE-CAST ITEMS Removable Concrete Slabs - Where removable concrete slabs are required by the Drawings, they shall conform to the requirements set forth in the Section entitled "Cast-in-Place Concrete." All thicknesses, reinforcing, and edge clearances shall be as shown on the Drawings. · PREFORMED JOINT SEALANT The joint sealing compound shall be a preformed, cold applied, ready to use plastic joint sealing compound as manufactured Ram-Neck by K.T. Snyder Company; Kent Seal or preapproved equal. Joint sealant shall conform to the requirements of AASHTO M198. 03 40 00-2
2.04
MORTAR
A.
2.05
Mortar used between the sections of ,.,..,,~"'""'"' concrete manholes and vaults shall be as recommended by the manhole section manufacturer. NON-SHRINK GROUT
A. 2.06
Non-shrink grout shall be as specified in the Section entitled "Grout". FRAMES AND COVERS
A.
Frames and covers for the precast wet well shall be as specified in the Sanitary Sewer and Storm Drainage Systems or Access Doors and Hatches S7ctions.
PART 3 3.01
EXECUTION MANUFACTURED ITEMS
A.
Pull Boxes. Electrical Manholes. Vaults. and Meter Boxes: The above mentioned precast items shall be installed in accordance with the manufacturer's recommendations, unless otherwise required by the Drawings.
B.
Connections: Connections to manufactured, precast items shall be made by casting sections of pipe into the items, using non-shrink grout as shown on the Drawings, and/or using an acceptable resilient connector.
C.
Precast Sections: Precast-reinforced concrete sections shall be set so as to be vertical and with sections in true alignment.
3.02
1.
All holes in sections, used for their handling, shall be thoroughly plugged with mortar. The inortar shall be 1 part cement to 1-1/12 parts sand; mixed slightly damp to the touch Uust short of "balling"): hammered into the holes until it is dense and an excess of paste appears on the surface; and then finished smooth and flush with the adjoining surfaces.
2.
Upon installation the exterior of all structures shall be given an asphaltic waterproofing coating as specified in the 2.01 B, paragraph 7 or the Painting Section.
SITE-CAST ITEMS
A.
Removable Concrete Slabs: Where removable concrete slabs are required by the drawings, they shall be fabricated in accordance with the section entitled "Cast-in-Place Concrete".
B.
Sealant, as specified in the Section entitled "Concrete Joints," shall be provided all around the panels as shown on the Drawings.
3.03 A.
FINISHES Interior and exterior coatings shall be applied as specified in the Painting and/or Structural Corrosion Barrier Sections.
END OF SECTION
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SECTION 260500 COMMON WORK RESULTS FOR ELECTRICAL PART 1
1.01
GENERAL
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. SUMMARY
A.
Section Includes:
1.
Electrical equipment coordination and installation.
2.
Sleeves for raceways and cables.
3.
1.03
· Sleeve seals.
4.
Grout.
5.
Common electrical installation requirements.
DEFINITIONS A.
EPDM: Ethylene-propylene-diene terpolymer rubber.
B.
NBR: Acrylonitrile-butadiene rubber.
1.04
SUBMITTALS A.
1.05
Product Data: For sleeve seals. COORDINATION
A.
B.
PART2 2.01
Coordinate arrangement, mounting, and support of electrical equipment: 1.
To provide for ease of disconnecting the equipment with minimum interference to other installations.
2.
So connecting raceways, cables and wireways will be clear of obstructions and of the working and access space of other equipment.
Coordinate installation of required supporting devices and set sleeves in cast-in-place concrete, masonry walls, and other structural components as they are constructed.
PRODUCTS SLEEVES FOR RACEWAYS AND CABLES
A. 2.02
Steel Pipe Sleeves: ASTM A 53/A 53M, Type E, Grade B, Schedule 40, galvanized steel, plain ends. SLEEVE SEALS
A.
Description: Modular sealing device, designed for field assembly, to fill annular space between sleeve and raceway or cable.
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260500 -1
1.
2.03
Manufacturers: Subject to compliance with requirements, provide products by one of the following: a.
Advance Products & Systems, Inc.
b.
Calpico, Inc.
c.
Metraflex Co.
d.
Pipeline Seal and Insulator, Inc.
2.
Sealing Elements: EPDM interlocking links shaped to fit surface of cable or conduit. Include type and number required for material and size of raceway or cable.
3.
Pressure Plates: Stainless steel. Include two for each sealing element.
4.
c'onnecting Bolts and Nuts: Stainless steel of length required to secure pressure plates to sealing elements. Include one for each sealing element.
GROUT A.
Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallic aggregate grout, noncorrosive, nonstaining, mixed with water to consistency suitable for application and a 30-minute working time.
PART 3 3.01
EXECUTION COMMON REQUIREMENTS FOR ELECTRICAL INSTALLATION
A.
Comply with NECA 1.
B.
Enclosures: 304 stainless steel will NOT be acceptable for any enclosures. enclosures for NEMA 4 or NEMA 4X.
C.
Measure indicated mounting heights to bottom of unit for suspended items and to center of unit for wall-mounting items.
D.
Equipment: Install to facilitate service, maintenance, and repair or replacement of components of both electrical equipment and other nearby installations. Connect in such a way as to facilitate future disconnecting with minimum interference with other items in the vicinity.
3.02
316 stainless or non-metallic
SLEEVE INSTALLATION FOR ELECTRICAL PENETRATIONS A.
Electrical penetrations occur when raceways, cables and wireways penetrate concrete slabs, concrete or masonry walls, or fire-rated floor and wall assemblies.
B.
Concrete Slabs and Walls: Install sleeves for penetrations unless core-drilled holes or formed openings are used. Install sleeves during erection of slabs and walls.
C.
Use pipe sleeves unless penetration arrangement requires rectangular sleeved opening.
D.
Cut sleeves to length for mounting flush with both surfaces of walls.
E.
Size pipe sleeves to provide 1/4-inch annular clear space between sleeve and raceway or cable, unless indicated otherwise.
F.
Seal space outside of sleeves with grout for penetrations of concrete and masonry 1.
Promptly pack grout solidly between sleeve and wall so no voids remain. Tool exposed surfaces smooth; protect grout while curing.
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260500-2
G.
Underground, Exterior-Wall Penetrations: Install cast-iron pipe sleeves. Size sleeves to allow for l-inch annular clear space between raceway or cable and sleeve for installing mechanical sleeve seals. SLEEVE-SEAL INSTALLATION
3.03 A.
Install to seal exterior wall penetrations.
B.
Use type and number of sealing elements recommended by manufacturer for raceway or cable material and size. Position raceway or cable in center of sleeve. Assemble mechanical sleeve seals and install in annular space between raceway or cable and sleeve. Tighten bolts against pressure plates that cause sealing elements to expand and make watertight seal.
END OF SECTION
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SECTION 260519 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES PART 1 1.01
GENERAL RELATED DOCUMENTS
A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. ACTION SUBMITTALS
A. 1.03
Product Data: For each type of product. INFORMATIONAL SUBMITTALS
A.
Qualification Data: For testing agency.
B.
Field quality-control reports.
PART2 2.01
PRODUCTS CONDUCTORS AND CABLES
A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Alcan Products Corporation; Alcan Cable Division.
2.
Alpha Wire.
3.
Belden Inc.
4.
Encore Wire Corporation.
5.
General Cable Technologies Corporation.
6.
Southwire Incorporated.
B.
Copper Conductors: Comply with NEMA WC 70/ICEA S-95-658.
C.
Conductor Insulation: Comply with NEMA WC 70/ICEA S-95-658 for Type THHN-2-THWN-2.
2.02
CONNECTORS AND SPLICES A.
B.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
AFC Cable Systems, Inc.
2.
Hubbell Power Systems, Inc.
3.
0-Z/Gedney; a brand of the EGS Electrical Group.
4.
3M; Electrical Markets Division.
5.
Tyco Electronics.
Description: Factory-fabricated connectors and splices of size, ampacity rating, material, type, and class for application and service indicated.
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2.03
SYSTEM DESCRIPTION A.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application.
B.
Comply with NFP A 70.
PART 3 3.01
EXECUTION CONDUCTOR MATERIAL APPLICATIONS
A.
Feeders: Copper. Solid for No. 10 AWG and smaller; stranded for No.8 AWG and larger.
B.
Branch Circuits: Copper. Solid for No. 10 AWG and smaller; stranded for No.8 AWG and larger.
3.02
CONDUCTOR INSULATION AND APPLICATIONS AND WIRING METHODS A.
Service Entrance: Type THHN-2-THWN-2, single conductors in raceway.
B.
Exposed Feeders: Type THHN-2-THWN-2, single conductors in raceway.
C.
Feeders Concealed in Concrete, below Slabs-on-Grade, and Underground: conductors in raceway.
D.
Exposed Branch Circuits: Type THHN-2-THWN-2, single conductors in raceway.
E.
Branch Circuits Concealed in Concrete, below Slabs-on-Grade, and Underground: single conductors in raceway.
3.03
Type THHN-2-THWN-2, single
Type THHN-2-THWN-2,
INSTALLATION OF CONDUCTORS AND CABLES A.
Complete raceway installation between conductor and cable termination points according to Division 26 Section "Raceways and Boxes for Electrical Systems" prior to pulling conductors and cables.
B.
Use manufacturer-approved pulling compound or lubricant where necessary; compound used must not deteriorate conductor or insulation. Do not exceed manufacturer's recommended maximum pulling tensions and sidewall pressure values.
C.
Use pulling means, including fish tape, cable, rope, and basket-weave wire/cable grips that will not damage cables or raceway.
D.
Install exposed cables parallel and perpendicular to surfaces of exposed structural members, and follow surface contours where possible.
E.
Support cables according to Division 26 Section "Hangers and Supports for Electrical Systems."
3.04
CONNECTIONS A.
Tighten electrical connectors and terminals according to manufacturer's published torque-tightening values. If manufacturer's torque values are not indicated, use those specified in UL 486A-486B.
B.
Make splices, terminations, and taps that are compatible with conductor material and that possess equivalent or better mechanical strength and insulation ratings than unspliced conductors.
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260519-2
3.05
IDENTIFICATION A.
Identify and color-code conductors and cables according to Division 26 Section "Identification for Electrical Systems."
B.
Identify each spare conductor at each end with identity number and location of other end of conductor, and identify as spare conductor.
3.06
SLEEVE AND SLEEVE-SEAL INSTALLATION FOR ELECTRICAL PENETRATIONS A.
3.07
Install sleeves and sleeve seals at penetrations of exterior floor and wall assemblies. FIELD QUALITY CONTROL
A.
B.
C.
Perform the following tests and inspections: 1.
After installing conductors and cables and before electrical circuitry has been energized, test service entrance and feeder for compliance with requirements.
2.
Perform each visual and mechanical inspection and electrical test stated in NETA Acceptance Testing Specification. Certify compliance with test parameters.
3.
Infrared Scanning: After Substantial Completion, but not more than 60 days after Final Acceptance, perform an infrared scan of each splice in conductors No.3 AWG and larger. Remove box and equipment covers so splices are accessible to portable scanner. Correct deficiencies determined during the scan. a.
Follow-up Infrared Scanning: Perform an additional follow-up infrared scan of each splice 11 months after date of Substantial Completion.
b.
Instrument: Use an infrared scanning device designed to measure temperature or to detect significant deviations from normal values. Provide calibration record for device.
c.
Record of Infrared Scanning: Prepare a certified report that identifies splices checked and that describes scanning results. Include notation of defic~encies detected, remedial action taken, and observations after remedial action.
Test and Inspection Reports: Prepare a written report to record the following: 1.
Procedures used.
2.
Results that comply with requirements.
3.
Results that do not comply with requirements and corrective action taken to requirements.
~chieve
compliance with
Cables will be considered defective if they do not pass tests and inspections.
END OF SECTION
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SECTION 260523 CONTROL-VOLTAGE ELECTRICAL POWER CABLES PART 1
1.01
GENERAL
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. DEFINITIONS
A.
EMI: Electromagnetic interference.
B.
Low Voltage: As defined in NFP A 70 for circuits and equipment operating at less than 50 V or for remotecontrol and signaling power-limited circuits.
C.
UTP: Unshielded twisted pair.
1.03
ACTION SUBMITTALS A.
1.04
Product J?ata: For each type of product. INFORMATIONAL SUBMITTALS
A.
Qualification Data: For qualified layout technician, installation supervisor, and field inspector.
B.
Source quality-control reports.
C.
Field quality-control reports.
PART2 2.01
PRODUCTS SYSTEM DESCRIPTION
A.
2.02
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application. CONTROL-CIRCUIT CONDUCTORS
A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Encore Wire Corporation.
2.
General Cable Technologies Corporation.
3.
Southwire Company.
B.
Class 1 Control Circuits: Stranded copper, Type THHN-2-THWN-2, in raceway, complying with UL 44.
C.
Class 2 Control Circuits: Stranded copper, Type THHN-2-THWN-2, in raceway, complying with UL 44.
D.
Class 3 Remote-Control and Signal Circuits: Stranded copper, Type THHN-2-THWN-2, in raceway, complying with UL 44.
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PART 3
EXECUTION
3.01
EXAMINATION
3.02
INSTALLATION OF RACEWAYS AND BOXES A.
Comply with requirements in Division 26 Section "Raceways and Boxes for Electrical Systems" for raceway selection and installation requirements for boxes, conduits, and wireways as supplemented or modified in this Section. 1.
Flexible metal conduit shall not be used.
INSTALLATION OF CONDUCTORS AND CABLES
3.03 A.
Comply with NECA 1 and NFPA 70.
B.
General Requirements for Cabling:
C.
1.
Comply with TIA-568-C Series of standards.
2.
Comply with BICSI ITSIMM, Ch. 5, "Copper Structured Cabling Systems."
3.
Terminate all conductors; no cable shall contain unterminated elements. indicated outlets, terminals, and cross-connect and patch panels.
4.
Cables may not be spliced.
5.
Secure and support cables at intervals not exceeding ,30 inches and not more than 6 inches from cabinets, boxes, fittings, outlets, racks, frames, and terminals.
6.
Bundle, lace, and train conductors to terminal points without exceeding manufacturer's limitations on bending radii, but not less than radii specified in BICSI ITSIMM, Ch. 5, "Copper Structured Cabling Systems." Install lacing bars and distribution spools.
7.
Do not install bruised, kinked, scored, deformed, or abraded cable. Do not splice cable between termination, tap, or junction points. Remove and discard cable if damaged during installation and replace it with new cable.
8.
Cold-Weather Installation: Bring cable to room temperature before dereeling. Do not use heat lamps for heating.
9.
Pulling Cable: Comply with BICSI ITSIMM, Ch. 5, "Copper Structured Cabling Systems." Monitor cable pull tensions.
10.
Secure: Fasten securely in place with hardware specifically designed and installed so as to not damage cables.
Installation of Control-Circuit Conductors:
1.
D.
Make terminations only at
Install wiring in raceways. Comply with requirements specified in Division 26 Section "Raceways and Boxes for Electrical Systems."
Separation from EMI Sources:
1.
Comply with BICSI TDMM and TIA-569-B recommendations for separating unshielded copper voice and data communications cable from potential EMI sources. including electrical power lines and equipment.
CONTROL-CIRCUIT CONDUCTORS
3.04 A.
Minimum Conductor Sizes: 1.
Class 1 remote-control and signal circuits; No 14 AWG.
2.
Class 2low-energy, remote-control, and signal circuits; No. 16 AWG.
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3. 3.05
Class 3 low-energy, remote-control, alarm, and signal circuits; No 12 A WG.
GROUNDING A.
For data communication wmng, comply with ANSI-J-STD-607-A and with BICSI TDMM, "Bonding and Grounding (Earthing)" Chapter.
B.
For low-voltage control wiring and cabling, comply with requirements in Section 260526 "Grounding and Bonding for Electrical Systems." IDENTIFICATION
3.06 A.
Comply with requirements for identification specified in Division 26 Section "Identification for Electrical Systems."
B.
Identify data and communications system components, wiring, and cabling according to TIA-606-A; label printers shall use label stocks, laminating adhesives, and inks complying with UL 969. FIELD QUALITY CONTROL
3.07 A.
Perform the following tests and inspections: 1.
Visually inspect cable placement, cable termination, grounding and bonding, equipment and patch cords, and labeling of all components.
B.
Document data for each measurement. Print data for submittals in a summary report that is formatted using Table 10.1 in BICSI TDMM as a guide, or transfer the data from the instrument to the computer, save as text files, print, and submit.
C.
End-to-end cabling will be considered defective if it does not pass tests and inspections.
D.
Prepare test and inspection reports.
END OF SECTION
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SECTION 260526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS PART 1 1.01
GENERAL RELATED DOCUMENTS
A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. ACTION SUBMITTALS
A. 1.03
Product Data: For each type of product indicated. QUALITY ASSURANCE
A.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application.
B.
Comply with UL 467 for grounding and bonding materials and equipment.
PART2 2.01
PRODUCTS MANUFACTURERS
A.
2.02
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Burndy; Part ofHubbell Electrical Systems.
2.
Dossert; AFL Telecommunications LLC.
3.
ERICO International Corporation.
4.
Fushi Copperweld Inc.
5.
Galvan Industries, Inc.; Electrical Products Division, LLC.
6.
Harger Lightning and Grounding.
7.
ILSCO.
8.
0-Z/Gedney; A Brand of the EGS Electrical Group.
9.
Robbins Lightning, Inc.
10.
Siemens Power Transmission & Distribution, Inc.
SYSTEM DESCRIPTION A.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application
B.
Comply with UL 467 for grounding and bonding materials and equipment
2.03
CONDUCTORS A.
Insulated Conductors: Copper or tinned-copper wire or cable insulated for 600 V unless otherwise required by applicable Code or authorities having jurisdiction.
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B.
Bare Copper Conductors: 1.
Solid Conductors: ASTM B 3.
2.
Stranded Conductors: ASTM B 8.
3.
Tinned Conductors: ASTM B 33.
4.
Bonding Cable: 28 kcmil, 14 strands ofNo. 17 AWG conductor, 1/4 inch in diameter.
5.
Bonding Conductor: No.4 or No.6 AWG, stranded conductor.
6.
Bonding Jumper: Copper tape, braided conductors, terminated with copper ferrules; 1-5/8 inches wide and 1/16 inch thick.
7.
Tinned Bonding Jumper: Tinned-copper tape, braided conductors, terminated with copper ferrules; 1-5/8 inches wide and 1/16 inch thick.
CONNECTORS
2.04 A.
Listed and labeled by an NRTL acceptable to authorities having jurisdiction for applications in which used and for specific types, sizes, and combinations of conductors and other items connected.
B.
Bolted Connectors for Conductors and Pipes: Copper or copper alloy.
C.
Welded Connectors: Exothermic-welding kits of types recommended by kit manufacturer for materials being joined and installation conditions.
D.
Bus-Bar Connectors: Mechanical type, cast silicon bronze, solderless compression-type wire terminals, and long-barrel, two-bolt connection to ground bus bar.
2.05
GROUNDING ELECTRODES A.
Ground Rods: Copper-clad steel; 3/4 inch by 10 feet.
B.
Chemical-Enhanced Grounding Electrodes: Copper tube, straight or L-shaped, charged with
PART 3 3.01
EXECUTION APPLICATIONS
A.
Conductors: Install solid conductor for No.8 AWG and smaller, and stranded conductors for No.6 AWG and larger, unless otherwise indicated.
B.
Underground Grounding Conductors: Install bare copper conductor, No. 2/0 AWG minimum.
1. C.
3.02
Bury at least 24 inches below grade.
Conductor Terminations and Connections:
1.
Pipe and Equipment Grounding Conductor Terminations: Bolted connectors.
2.
Underground Connections: Welded connectors.
GROUNDING AT THE SERVICE A.
Equipment grounding conductors and grounding electrode conductors shall be connected to the ground bus. Install a main bonding jumper between the neutral and ground buses.
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3.03
EQUIPMENT GROUNDING A.
Install insulated equipment grounding conductors with all feeders and branch circuits.
B.
Install insulated equipment grounding conductors with the following items, in addition to those required by NFPA 70:
C.
3.04
1.
Feeders and branch circuits.
2.
Lighting circuits.
3.
Receptacle circuits.
4.
Single-phase motor and appliance branch circuits.
Metallic Fences: Comply with requirements of IEEE C2. 1.
Grounding Conductor: Bare, tinned copper, not less than No.8 AWG.
2.
Gates: Shall be bonded to the grounding conductor with a flexible bonding jumper.
3.
Barbed Wire: Strands shall be bonded to the grounding conductor.
INSTALLATION A.
Grounding Conductors: Route along shortest and straightest paths possible, unless otherwise indicated or required by Code. A void obstructing access or placing conductors where they may be subjected to strain, impact, or damage.
B.
Ground Rods: Drive rods until tops are 2 inches below finished floor or final grade unless otherwise indicated.
C.
D.
1.
Interconnect ground rods with grounding electrode conductor below grade and as otherwise indicated. Make connections without exposing steel or damaging coating, if any.
2.
For grounding electrode system, install at least three rods spaced at least one-rod length from each other and located at least the same distance from other groundjng electrodes, and connect to the service grounding electrode conductor.
Bonding Straps and Jumpers: Install in locations accessible for inspection and maintenance, except where routed through short lengths of conduit. 1.
Bonding to Structure: Bond straps directly to basic structure, taking care not to penetrate any adjacent parts.
2.
Bonding to Equipment Mounted on Vibration Isolation Hangers and Supports: Install so vibration is not transmitted to rigidly mounted equipment.
3.
Use exothermic-welded connectors for outdoor locations; if a disconnect-type connection is required, use a bolted clamp.
Grounding and Bonding for Piping: 1.
Metal Water Service Pipe: Install insulated copper grounding conductors, in conduit, from building's main service equipment, or grounding bus, to main metal water service entrances to building. Connect grounding conductors to main metal water service pipes, using a bolted clamp connector or by bolting a lug-type connector to a pipe flange, using one of the lug bolts of the flange. Where a dielectric main water fitting is installed, connect grounding conductor on street side of fitting. Bond metal grounding conductor conduit or sleeve to conductor at each end.
2.
Water Meter Piping: Use braided-type bonding jumpers to electrically bypass water meters. Connect to pipe with a bolted connector.
3.
Bond each aboveground portion of gas piping system downstream from equipment shutoff valve.
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3.05
FIELD QUALITY CONTROL A.
Perform tests and inspections.
B.
Tests and Inspections: 1.
After installing grounding system but before permanent electrical circuits have been energized, test for compliance with requirements.
2.
Inspect physical and mechanical condition. Verify tightness of accessible, bolted, electrical connections with a calibrated torque wrench according to manufacturer's written instructions.
3.
Test completed grounding system at each location where a maximum ground-resistance level is specified, at service disconnect enclosure grounding terminal, at ground test wells, and at individual ground rods. Make tests at ground rods before any conductors are connected.
4.
a.
Measure ground resistance not less than two full days after last trace of precipitation and without soil being moistened by any means other than natural drainage or seepage and without chemical treatment or other artificial means of reducing natural ground resistance.
b.
Perform tests by fall-of-potential method according to IEEE 81.
Prepare dimensioned drawings locating each test well, ground rod and ground rod assembly, and other grounding electrodes. Identify each by letter in alphabetical order, and key to the record of tests and observations. Include the number of rods driven and their depth at each location, and include observations of weather and other phenomena that may affect test results. Describe measures taken to improve test results.
C.
Grounding system will be considered defective if it does not pass tests and inspections.
D.
Prepare test and inspection reports.
E.
Report measured ground resistances that exceed the following values:
F.
1.
Power and Lighting Equipment or System with Capacity 500 kVA and Less: 10 ohms.
2.
Power and Lighting Equipment or System with Capacity 500 to 1000 kVA: 5 ohms.
3.
Power and Lighting Equipment or System with Capacity More Than 1000 kVA: 3 ohms.
Excessive Ground Resistance: If resistance to ground exceeds specified values, notify Architect promptly and include recommendations to reduce ground resistance.
END OF SECTION
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SECTION 260529 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS PART 1
1.01
GENERAL
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. DEFINITIONS
A.
EMT: Electrical metallic tubing.
B.
IMC: Intermediate metal conduit.
C.
RMC: Rigid metal conduit.
1.03
PERFORMANCE REQUIREMENTS A.
Design supports for multiple raceways capable of supporting combined weight of supported systems and its contents.
B.
Design equipment supports capable of supporting combined operating weight of supported equipment and connected systems and components.
C.
Rated Strength: Adequate in tension, shear, and pullout force to resist maximum loads calculated or imposed for · this Project, with a minimum structural safety factor of five times the applied force.
1.04
ACTION SUBMITTALS A.
Product Data: For the following:
1.
Steel slotted support systems.
2.
Nonmetallic slotted support systems.
INFORMATIONAL SUBMITTALS
1.05 A. 1.06
Welding certificates. QUALITY ASSURANCE
A.
Welding: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code- Steel."
B.
Comply with NFPA 70.
1.07
COORDINATION A.
Coordinate size and location of concrete bases. Cast anchor-bolt inserts into bases. Concrete, reinforcement, and formwork requirements are specified together with concrete Specifications.
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PART2 2.01
PRODUCTS SUPPORT, ANCHORAGE, AND ATTACHMENT COMPONENTS
A.
Steel Slotted Support Systems: Comply with MFMA-4, factmy-fabricated components for field assembly. 1.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: a.
Allied Tube & Conduit.
b.
Cooper B-Line, Inc.
c.
ERICO International Corporation.
d.
GS Metals Corp.
e.
Thomas & Betts Corporation.
f.
Unistrut; Atkore International.
2.
Metallic Coatings: Hot-dip galvanized after fabrication and applied according to MFMA-4.
3.
Nonmetallic Coatings: Manufacturer's standard PVC, polyurethane, or polyester coating applied according toMFMA-4.
4.
Channel Dimensions: Selected for applicable load criteria.
B.
Raceway and Cable Supports: As described in NECA 1 and NECA 101.
C.
Conduit and Cable Support Devices: Steel and malleable-iron hangers, clamps, and associated fittings, designed for types and sizes of raceway or cable to be supported.
D.
Support for Conductors in Vertical Conduit: Factory-fabricated assembly consisting of threaded body and insulating wedging plug or plugs for non-armored electrical conductors or cables in riser conduits. Plugs shall have number, size, and shape of conductor gripping pieces as required to suit individual conductors or cables supported. Body shall be malleable iron.
E.
Structural Steel for Fabricated Supports and Restraints: ASTM A 36/A 36M, steel plates, shapes, and bars; black and galvanized.
F.
Mounting, Anchoring, and Attachment Components: Items for fastening electrical items or their supports to building surfaces include the following: 1.
Powder-Actuated Fasteners: Threaded-steel stud, for use in hardened portland cement concrete, steel, or wood, with tension, shear, and pullout capacities appropriate for supported loads and building materials where used. a.
2.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: (1)
Hilti Inc.
(2)
ITW Ramset/Red Head; Illinois Tool Works, Inc.
(3)
MKT Fastening, LLC.
(4)
Simpson Strong-Tie Co., Inc.
Mechanical-Expansion Anchors: Insert-wedge-type, stainless steel, for use in hardened portland cement concrete with tension, shear, and pullout capacities appropriate for supported loads and building materials in which used. a.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: (1)
Cooper B-Line, Inc.
(2)
Hilti, Inc.
(3)
ITW Ramset/Red Head; Illinois Tool Works, Inc.
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(4)
2.02
MKT Fastening, LLC.
3.
Concrete Inserts: Steel or malleable-iron, slotted support system units similar to MSS Type 18; complying with MFMA-4 or MSS SP-58.
4.
Clamps for Attachment to Steel Structural Elements: MSS SP-58, type suitable for attached structural element.
5.
Through Bolts: Structural type, hex head, and high strength. Comply with ASTM A 325.
6.
Toggle Bolts: All-steel springhead type.
7.
Hanger Rods: Threaded steel.
FABRICATED METAL EQUIPMENT SUPPORT ASSEMBLIES A.
Description: Welded or bolted, structural-steel shapes, shop or field fabricated to fit dimensions of supported equipment.
PART 3 3.01
EXECUTION APPLICATION
A.
Comply with NECA 1 and NECA 101 for application of hangers and supports for electrical equipment and systems except if requirements in this Section are stricter.
B.
Maximum Support Spacing and Minimum Hanger Rod Size for Raceway: Space supports for EMT, IMC, and RMC as scheduled in NECA 1, where it's Table 1 lists maximum spacings less than stated in NFPA 70. Minimum rod size shall be 1/4 inch in diameter.
C.
Multiple Raceways or Cables: Install trapeze-type supports fabricated with steel slotted support system, sized so capacity can be increased by at least 25 percent in future without exceeding specified design load limits. 1.
D.
3.02
Secure raceways and cables to these supports with single-bolt conduit clamps using spring friction action for retention in support channel.
Spring-steel clamps designed for supporting single conduits without bolts may be used for 1-1/2-inch and smaller raceways serving branch circuits and communication systems above suspended ceilings and for fastening raceways to trapeze supports. SUPPORT INSTALLATION
A.
Comply with NECA 1 and NECA 101 for installation requirements except as specified in this Article.
B.
Raceway Support Methods: In addition to methods described in NECA 1, EMT, IMC, and RMC may be supported by openings through structure members, as permitted in NFP A 70.
C.
Strength of Support Assemblies: Where not indicated, select sizes of components so strength will be adequate to carry present and future static loads within specified loading limits. Minimum static design load used for strength determination shall be weight of supported components plus 200 lb.
D.
Mounting and Anchorage of Surface-Mounted Equipment and Components: Anchor and fasten electrical items and their supports to building structural elements by the following methods unless otherwise indicated by code:
E.
1.
To New Concrete: Bolt to concrete inserts.
2.
Instead of expansion anchors, powder-actuated driven threaded studs provided with lock washers and nuts may be used in existing standard-weight concrete 4 inches thick or greater. Do not use for anchorage to lightweight-aggregate concrete or for slabs less than 4 inches thick.
Drill holes for expansion anchors in concrete at locations and to depths that avoid reinforcing bars.
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3.03
INSTALLATION OF FABRICATED METAL SUPPORTS A.
Cut, fit, and place miscellaneous metal supports accurately in location, aligmnent, and elevation to support and anchor electrical materials and equipment.
B.
Field Welding: Comply with AWS Dl.l/Dl.lM.
3.04
CONCRETE BASES A.
Construct concrete bases of dimensions indicated but not less than 4 inches larger in both directions than supported unit, and so anchors will be a minimum of 10 bolt diameters from edge of the base.
B.
Use 3000-psi, 28-day compressive-strength concrete.
C.
Anchor equipment to concrete base.
3.05
1.
Place and secure anchorage devices. Use supported equipment manufacturer's setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.
2.
Install anchor bolts to elevations required for proper attachment to supported equipment.
3.
Install anchor bolts according to anchor-bolt manufacturer's written instructions.
PAINTING A.
Galvanized Surfaces: Clean welds, bolted connections, and abraded areas and apply galvanizing-repair paint to comply with ASTM A 780.
END OF SECTION
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SECTION 260553 IDENTIFICATION FOR ELECTRICAL SYSTEMS PART 1 1.01
GENERAL RELATED DOCUMENTS
A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. QUALITY ASSURANCE
A.
Comply with ANSI A13.1 and IEEE C2.
B.
Comply with NFP A 70.
C.
Comply with 29 CFR 1910.144 and 29 CFR 1910.145.
D.
Comply with ANSI Z535.4 for safety signs and labels.
E.
Adhesive-attached labeling materials, including label stocks, laminating adhesives, and inks used by label printers, shall comply with UL 969.
1.03
COORDINATION A.
Coordinate identification names, abbreviations, colors, and other features with requirements in other Sections requiring identification applications,· Drawings, Shop Drawings, manufacturer's wiring diagrams, and the Operation and Maintenance Manual; and with those required by codes, standards, and 29 CFR 1910.145. Use consistent designations throughout Project.
B.
Coordinate installation of identifying devices with completion of covering and painting of surfaces where devices are to be applied.
PART2 2.01
PRODUCTS POWER RACEWAY IDENTIFICATION MATERIALS
A.
Comply with ANSI Al3.1 for minimum size of letters for legend and for minimum length of color field for each raceway size.
B.
Colors for Raceways Carrying Circuits at 600 V or Less:
C.
1.
Black letters on an orange field.
2.
Legend: a.
Indicate voltage and system or service type.
b.
Panel of origin.
c.
Equipment served.
Colors for Raceways Carrying Circuits at More Than 600 V: 1.
Black letters on an orange field.
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Legend: centers.
"DANGER CONCEALED HIGH VOLT AGE WIRING" with 3-inch high letters on 20-inch
D.
Snap-Around Labels for Raceways Carrying Circuits at 600 V or Less: Slit, pretensioned, flexible, preprinted, color-coded acrylic sleeve, sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
E.
Snap-Around, Color-Coding Bands for Raceways Carrying Circuits at 600 V or Less: Slit, pretensioned, flexible, solid-colored acrylic sleeve, 2 inches long, with diameter sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
2.02
POWER AND CONTROL CABLE IDENTIFICATION MATERIALS A.
Comply with ANSI Al3 .1 for minimum size of letters for legend and for minimum length of color field for each raceway and cable size.
B.
Vinyl Labels: Preprinted, flexible label laminated with a clear, weather- and chemical-resistant coating and matching wraparound clear adhesive tape for securing ends of legend label.
c.
Self-Adhesive, Self-Laminating Polyester Labels: Preprinted, 3-mil- thick flexible label with acrylic pressuresensitive adhesive that provides a clear, weather- and chemical-resistant, self-laminating, protective shield over the legend. Labels sized to fit the cable diameter such that the clear shield overlaps the entire printed legend.
D.
Snap-Around Labels: Slit, pretensioned, flexible, preprinted, color-coded acrylic sleeve, with diameter sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
E.
Snap-Around, Color-Coding Bands: Slit, pretensioned, flexible, solid-colored acrylic sleeve, 2 inches long, with diameter sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
2.03
CONDUCTOR IDENTIFICATION MATERIALS A.
Color-Coding Conductor Tape: Colored, self-adhesive vinyl tape not less than 3 mils thick by 1 to 2 inches wide.
B.
Legend:
1.
Panel of origin.
2.
Circuit number.
C.
Self-Adhesive, Self-Laminating Polyester Labels: Preprinted, 3-mil- thick flexible label with· acrylic pressuresensitive adhesive that provides a clear, weather- and chemical-resistant, self-laminating, protective shield over the legend. Labels sized to fit the conductor diameter such that the clear shield overlaps the entire printed legend.
D.
Snap-Around Labels: Slit, pretensioned, flexible, preprinted, color-coded acrylic sleeve, with diameter sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
E.
Snap-Around, Color-Coding Bands: Slit, pretensioned, flexible, solid-colored acrylic sleeve, 2 inches long, with diameter sized to suit diameter of raceway or cable it identifies and to stay in place by gripping action.
F.
Marker Tapes: Vinyl or vinyl-cloth, self-adhesive wraparound type, with circuit identification legend machine printed by thermal transfer or equivalent process.
2.04
UNDERGROUND-LINE WARNING TAPE A.
Tape: 1.
Recommended by manufacturer for the method of installation and suitable to identify and locate underground electrical and communications utility lines.
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Printing on tape shall be permanent and shall not be damaged by burial operations. 3.
B.
C.
Tape material and ink shall be chemically inert, and not subject to degrading when exposed to acids, alkalis, and other destructive substances commonly found in soils. ·
Color and Printing: 1.
Comply with ANSI Z535.1 through ANSI Z535.5.
2.
Inscriptions for Red-Colored Tapes: ELECTRIC LINE, HIGH VOLTAGE,
Tag: Type I : 1.
Pigmented polyolefin, bright-colored, continuous-printed on one side with the inscription of the utility, compounded for direct-burial service.
2.
Thickness: 4 mils.
3.
Weight: 18.5 lb/1000 sq. ft.
4.
3-Inch Tensile According to ASTM D 882: 30 lbf and 2500 psi.
WARNING LABELS AND SIGNS
2.05 A.
Comply with NFPA 70 and 29 CFR 1910.145.
B.
Baked-Enamel Warning Signs:
C.
D.
1.
Preprinted aluminum signs, punched or drilled for fasteners, with colors, legend, and size required for application.
2.
114-inch grommets in comers for mounting.
3.
Nominal size, 7 by 10 inches.
Metal-Backed, Butyrate Warning Signs: 1.
Weather-resistant, nonfading, preprinted, cellulose-acetate butyrate signs with 0.0396-inch galvanized-steel backing; and with colors, legend, and size required for application.
2.
114-inch grommets in comers for mounting.
3.
Nominal size, 10 by 14 inches.
Warning label and sign shall include, but are not limited to, the following legends: 1.
2.06
Multiple Power Source Warning: "DANGER - ELECTRICAL SHOCK HAZARD - EQUIPMENT HAS MULTIPLE POWER SOURCES."
INSTRUCTION SIGNS A.
2.07
Engraved, laminated acrylic or melamine plastic, minimum 1116 inch thick for signs up to 20 sq. inches and 118 inch thick for larger sizes. 1.
Engraved legend with black letters on white face.
2.
Punched or drilled for mechanical fasteners.
3.
Framed with mitered acrylic molding and arranged for attachment at applicable equipment.
EQUIPMENT IDENTIFICATION LABELS A.
Self-Adhesive, Engraved, Laminated Acrylic or Melamine Label: Adhesive backed, with white letters on a darkgray background. Minimum letter height shall be 3/8 inch.
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B.
2.08
Engraved, Laminated Acrylic or Melamine Label: Punched or drilled for screw mounting. White letters on a dark-gray background. Minimum letter height shall be 3/8 inch. MISCELLANEOUS IDENTIFICATION PRODUCTS
A.
Paint: Comply with requirements in painting Sections for paint materials and application requirements. Select paint system applicable for surface material and location (exterior or interior).
B.
Fasteners for Labels and Signs: Self-tapping, stainless-steel screws or stainless-steel machine screws with nuts and flat and lock washers.
PART 3 3.01
EXECUTION INSTALLATION
A.
Verify identity of each item before installing identification products.
B.
Location: Install identification materials and devices at locations for most convenient viewing without interference with operation and maintenance of equipment.
C.
Apply identification devices to surfaces that require finish after completing finish work.
D.
Self-Adhesive Identification Products: Clean surfaces before application, using materials and methods recommended by manufacturer of identification device.
E.
Attach signs and plastic labels that are not self-adhesive type with mechanical fasteners appropriate to the location and substrate.
F.
Attach plastic raceway and cable labels that are not self-adhesive type with clear vinyl tape with adhesive appropriate to the location and substrate.
G.
System Identification Color-Coding Bands for Raceways and Cables: Each color-coding band shall completely encircle cable or conduit. Place adjacent bands of two-color markings in contact, side by side. Locate bands at changes in direction, at penetrations of walls and floors, at 50-foot maximum intervals in straight runs, and at 25foot maximum intervals in congested areas.
H.
Underground-Line Warning Tape: During backfilling of trenches install continuous underground-line warning tape directly above line at 6 to 8 inches below finished grade. Use multiple tapes where width of multiple lines installed in a common trench exceeds 16 inches overall.
I.
Painted Identification: application.
Comply with requirements in painting Sections for surface preparation and paint
IDENTIFICATION SCHEDULE
3.02 A.
Accessible Raceways and Metal-Clad Cables, 600 V or Less, for Service, Feeder, and Branch Circuits: Install labels on all conduit 6-foot and longer at 10-foot maximum intervals.
B.
Power-Circuit Conductor Identification, 600 V or Less: For conductors in vaults, pull and junction boxes, panelboard gutters, wireway gutters, manholes, and handholes, use color-coding conductor tape to identify the phase. Install conductor identification label on each conductor. 1.
Color-Coding for Phase and Voltage Level Identification, 600 V or Less: Use colors listed below for ungrounded service, feeder and branch-circuit conductors. ~actory
a.
Color shall be
b.
Colors for 208/120-V Circuits:
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c.
(1)
Phase A: Black.
(2)
Phase B: Red.
Field-Applied, Color-Coding Conductor Tape: Apply in half-lapped turns for a minimum distance of 6 inches from terminal points and in boxes where splices or taps are made. Apply last two turns of tape with no tension to prevent possible unwinding. Locate bands to avoid obscuring factory cable markings.
C.
Install instructional sign including the color-code for grounded and ungrounded conductors using adhesive-filmtype labels.
D.
Auxiliary Electrical Systems Conductor Identification: connections.
E.
Identify field-installed alarm, control, and signal
1.
Identify conductors, cables, and ·terminals in enclosures and at junctions, terminals, and pull points. Identify by system and circuit designation.
2.
Use system of marker tape designations that is uniform and consistent with system used by manufacturer for factory-installed connections.
3.
Coordinate identification with Project Drawings, manufacturer's wiring diagrams, and the Operation and Maintenance Manual.
Locations of Underground Lines: Identify with underground-line warning tape for power, lighting, communication, and control wiring and optical fiber cable. 1.
Limit use of underground-line warning tape to direct-buried cables.
2.
Install underground-line warning tape for both direct-buried cables and cables in raceway.
F.
Operating Instruction Signs: Install instruction signs to facilitate proper operation and maintenance of electrical systems and items to which they connect. Install instruction signs with approved legend where instructions are needed for system or equipment operation.
G.
Emergency Operating Instruction Signs: Install instruction· signs with white legend on a red background with minimum 3/8-inch high letters for emergency instructions at equipment used for power transfer.
H:
Equipment Identification Labels: On each unit of equipment, install unique designation label that is consistent with wiring diagrams, schedules, and the Operation and Maintenance Manual. Apply labels to disconnect switches and protection equipment, central or master units, control panels, control stations, terminal cabinets, and racks of each system. Systems include power, lighting, control, communication, signal, monitoring, and alarm systems unless equipment is provided with its own identification. 1.
2.
Labeling Instructions: a.
Outdoor Equipment: Engraved, laminated acrylic or melamine label. Stenciled legend 4 inches high.
b.
Unless provided with self-adhesive means of attachment, fasten labels with appropriate mechanical fasteners that do not change the NEMA or NRTL rating of the enclosure.
Equipment to Be Labeled: a.
Panelboards: (1 )
Cover Label: (a)
(2)
Interior Label Legend: (a)
b.
Equipment ID as scheduled.
Typewritten directory of circuits in the location provided by panelboard manufacturer. Panelboard identification shall be self-adhesive, engraved, laminated acrylic or melamine label.
Enclosures and electrical cabinets.
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(1 )
Cover Label: (a)
c.
Emergency system boxes and enclosures. (1 )
Cover Label: (a)
d.
(2)
Cover Label (a)
Equipment ID as scheduled.
(b)
Equipment served.
Interior Label Legend: (a)
Nameplate horsepower, if applicable.
(b)
Full Load Amps, if applicable.
(c)
Code Letter, if applicable.
(d)
Service Factor, if applicable.
(e)
Voltage Phase Rating.
Push-button stations. (1)
Cover Label: (a)
f.
Equipment served.
Power transfer equipment. (1 )
Cover Label: (a)
g.
Equipment ID.
Enclosed switches. (1 }
e.
Equipment ID.
Equipment ID as scheduled.
Monitoring and control equipment.
END OF SECTION
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SECTION 262416 PANELBOARDS PART 1 1.01
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. DEFINITIONS
A.
SPD: Surge Protective Device.
B.
SVR: Suppressed voltage rating.
1.03
ACTION SUBMITTALS A.
Product Data: For each type of panelboard, switching and overcurrent protective device, transient voltage suppression device, accessory, and component indicated. Include dimensions and manufacturers' technical data on features, performance, electrical characteristics, ratings, and finishes.
B.
Shop Drawings: For each panelboard and related equipment.
1.04
1.
Include dimensioned plans, elevations, sections, and details. equipment features, and ratings.
Show tabulations of installed devices,
2.
Detail enclosure types and details for types other than NEMA 250, Type 1.
3.
Detail bus configuration, current, and voltage ratings.
4.
Short-circuit current rating ofpanelboards and overcurrent protective devices.
5.
Include evidence ofNRTL listing for series rating of installed devices.
6.
Detail features, characteristics, ratings, and factory settings of individual overcurrent protective devices and auxiliary components.
7.
Include wiring diagrams for power, signal, and control wiring.
8.
Include time-current coordination curves for each type and rating of overcurrent protective device included in panelboards. Submit on translucent log-log graft paper; include selectable ranges for each type of overcurrent protective device.
CLOSEOUT SUBMITTALS
A.
1.05
GENERAL
Operation and Maintenance Data: For panelboards and components to include in emergency, operation, and maintenance manuals. Provide the following: 1.
Manufacturer's written instructions for testing and adjusting overcurrent protective devices.
2.
Time-current curves, including selectable ranges for each type of overcurrent protective device that allows adjustments.
MAINTENANCE MATERIAL SUBMITTALS 1.
Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.
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a.
Keys: Two spares for each type of panelboard cabinet lock.
b.
Circuit Breakers Including GFCI and Ground Fault Equipment Protection (GFEP) Types: Two spares for each panelboard.
c.
Fuses for Fused Switches: Equal to 10 percent of quantity installed for each size and type, but no fewer than three of each size and type.
d.
Fuses for Fused Power-Circuit Devices: Equal to 10 percent of quantity installed for each size and type, but no fewer than three of each size and type.
QUALITY ASSURANCE
1.06 A.
Source Limitations: Obtain panelboards, overcurrent protective devices, components, and accessories from single source from single manufacturer.
B.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application.
c.
Comply with NEMA PB 1.
D.
Comply with NFPA 70.
1.07
PROJECT CONDITIONS A.
1.08
Service Conditions: NEMA PB 1, usual service conditions, as follows: 1.
Ambient temperatures within limits specified.
2.
Altitude not exceeding 6600 feet.
COORDINATION A.
Coordinate layout and installation of panelboards and components with other construction that penetrates walls or is supported by them, including electrical and other types of equipment, raceways, piping, encumbrances to workspace clearance requirements, and adjacent surfaces. Maintain required workspace clearances and required clearances for equipment access doors and panels.
B.
Coordinate sizes and locations of concrete bases with actual equipment provided. Cast anchor-bolt inserts into bases.
1.09
WARRANTY A.
Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace transient voltage suppression devices that fail in materials or workmanship within specified warranty period. 1.
PART2 2.01
Warranty Period: Five years from date of Substantial Completion.
PRODUCTS GENERAL REQUIREMENTS FOR PANELBOARDS
A.
Enclosures: Flush- and surface-mounted cabinets. 1.
Rated for environmental conditions at installed location. a.
2.
Outdoor Locations: NEMA 250, Type 3R.
Front: Secured to box with concealed trim clamps. For surface-mounted fronts, match box dimensions; for flush-mounted fronts, overlap box.
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3.
Hinged Front Cover: Entire front trim hinged to box and with standard door within hinged trim cover.
4.
Skirt for Surface-Mounted Panelboards: Same gage and finish as panelboard front with flanges for attachment to panelboard, wall, and ceiling or floor.
5.
Finishes:
6.
a.
Panels and Trim: Steel, factory finished immediately after cleaning and pretreating with manufacturer's standard two-coat, baked-on finish consisting of prime coat and thermosetting topcoat.
b.
Back Boxes: Same finish as panels and trim.
c.
Fungus Proofing: components.
Permanent fungicidal treatment for overcurrent protective devices and other
Directory Card: Inside panelboard door, mounted in metal frame with transparent protective cover.
B.
Incoming Mains Location: Top and bottom.
C.
Phase, Neutral, and Ground Buses:
D.
1.
Material: Hard-drawn copper, 98 percent conductivity.
2.
Equipment Ground Bus: Adequate for feeder and branch-circuit equipment grounding conductors; bonded to box.
Conductor Connectors: Suitable for use with conductor material and sizes. 1.
Material: Hard-drawn copper, 98 percent conductivity.
2.
Main and Neutral Lugs: Mechanical type.
3.
Ground Lugs and Bus-Configured Terminators: Mechanical type.
E.
Future Devices: Mounting brackets, bus connections, filler plates, and necessary appurtenances required for future installation of devices.
F.
Panelboard Short-Circuit Current Rating: Fully rated to interrupt symmetrical short-circuit current available at terminals.
2.02
SECONDARY POWER ARRESTERS (LIGHTING ARRESTERS) A.
Provide secondary power arresters on the main service entrance panel.
B.
Secondary power arresters shall be supplied by:
C.
1.
SquareD, Schneider Electric, Inc.
2.
Joslyn Surge Tee.
Secondary Power Arresters shall be based on the Joslyn Surge Tee., metal oxide secondary surge arresters. They shall meet all the requirements ofthe ANSI/IEEE C62.11 arrester standard.
1. 2.03
Arresters to have a failure indication.
PERFORMANCE REQUIREMENTS A.
Surge Suppression: Factory installed as an integral part of indicated panelboards, complying with UL 1449 SPD Type 1. DISTRIBUTION PANELBOARDS
2.04 A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following:
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1.
Eaton Electrical Inc.; Cutler-Hammer Business Unit.
2.
Siemens Energy & Automation, Inc.
3.
SquareD; a brand of Schneider Electric.
B.
Panelboards: NEMA PB 1, power and feeder distribution type.
C.
Doors: Secured with vault-type latch with tumbler lock; keyed alike. 1.
For doors more than 36 inches high, provide two latches, keyed alike.
D.
Mains: As Indicated
E.
Branch Overcurrent Protective Devices for Circuit-Breaker Frame Sizes 125 A and Smaller: breakers.
2.05
Bolt-on circuit
DISCONNECTING AND OVERCURRENT PROTECTIVE DEVICES A.
B.
2.06
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Eaton Electrical Inc.; Cutler-Hammer Business Unit.
2.
Siemens Energy & Automation, Inc.
3.
SquareD; a brand of Schneider Electric.
Molded-Case Circuit Breaker (MCCB): Comply with UL 489, with interrupting capacity to meet available fault currents. 1.
Thermal-Magnetic Circuit Breakers: Inverse time-current element for low-level overloads, and instantaneous magnetic trip element for short circuits. Adjustable magnetic trip setting for circuit-breaker frame sizes 250 A and larger.
2.
Adjustable Instantaneous-Trip Circuit Breakers: adjustable trip setting.
3.
Current-Limiting Circuit Breakers: NEMA FU 1, RK-5.
4.
GFCI Circuit Breakers: Single- and two-pole configurations with Class A ground-fault protection (6-mA trip).
5.
Molded-Case Circuit-Breaker (MCCB) Features and Accessories:
Magnetic trip element with front-mounted,. field-
Frame sizes 400 A and smaller; let-through ratings less than
a.
Standard frame sizes, trip ratings, and number of poles.
b.
Lugs: Mechanical style, suitable for number, size, trip ratings, and conductor materials.
c.
Application Listing: Appropriate for application; Type SWD for switching fluorescent lighting loads; Type HID for feeding fluorescent and high-intensity discharge (HID) lighting circuits.
d.
Ground-Fault Protection: Integrally mounted relay and trip unit with adjustable pickup and timedelay settings, push-to-test feature, and ground-fault indicator.
e.
Multipole units enclosed in a single housing or factory assembled to operate as a single unit.
f.
Handle Padlocking Device: Fixed attachment for locking circuit breaker handle in off position.
g.
Handle Clamp: Loose attachment for holding circuit breaker handle in on position.
PANELBOARD SUPPRESSORS A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Current Technology; a subsidiary ofDanahar Corporation.
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B.
2.
Eaton Electrical Inc.; Cutler-Hammer Business Unit.
3.
Liebert Corporation.
4.
Siemens Energy & Automation, Inc.
5.
SquareD; a brand of Schneider Electric.
6.
Or approved equal.
Surge Protection Device: IEEE C62.41-compliant, integrally mounted, solid-state, parallel-connected, nonmodular type, with sine-wave tracking suppression and filtering modules, UL 1449, second edition, short-circuit current rating matching or exceeding the panelboard short-circuit rating, and with the following features and accessories: 1.
2.07
Accessories: a.
LED indicator lights for power and protection status.
b.
Audible alarm, with silencing switch, to indicate when protection has failed.
c.
One set of dry contacts rated at 5 A and 250-V ac, for remote monitoring of protection status.
ACCESSORY COMPONENTS AND FEATURES A.
Accessory Set: Include tools and miscellaneous items required for overcurrent protective device test, inspection, maintenance, and operation.
PART 3 3.01
EXECUTION EXAMINATION
A.
Receive, inspect, handle, and store panelboards according to NEMA PB 1.1.
B.
Examine panelboards before installation. Reject panelboards that are, damaged or rusted or have been subjected to water saturation.
C.
Examine elements and surfaces to receive panelboards for compliance with installation tolerances and other conditions affecting performance of the Work.
D.
Proceed with installation only after unsatisfactory conditions have been corrected.
3.02
INSTALLATION A.
Install panelboards and accessories according to NEMA PB 1.1.
B.
Equipment Mounting: Install panelboards on concrete bases, 4-inch nominal thickness.
C.
1.
Install dowel rods to connect concrete base to concrete floor. Unless otherwise indicated, install dowel rods on 18-inch centers around full perimeter ofbase.
2.
For panelboards, install epoxy-coated anchor bolts that extend through concrete base and anchor into structural concrete floor.
3.
Place and secure anchorage devices. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.
4.
Install anchor bolts to elevations required for proper attachment to panelboards.
5.
Attach panelboard to the vertical finished or structural surface behind the panelboard.
Temporary Lifting Provisions: Remove temporary lifting eyes, channels, and brackets and temporary blocking of moving parts from panelboards.
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D.
Mount top of trim 72 inches above finished floor unless otherwise indicated.
E.
Mount panelboard cabinet plumb and rigid without distortion of box.
F.
Install overcunent protective devices and controllers not already factory installed. 1.
Set field-adjustable, circuit-breaker trip ranges.
G.
Install filler plates in unused spaces.
H.
Anange conductors in gutters into groups and bundle and wrap with wire ties after completing load balancing.
I.
Comply with NECA 1.
J.
Provide Secondary Power Arresters (lightning arresters) on all electric service entrances. IDENTIFICATION
3.03 A.
Identify field-installed conductors, interconnecting wiring, and components; provide warning signs complying with Section 260553 "Identification for Electrical Systems."
B.
Create a directory to indicate installed circuit loads after balancing panelboard loads; incorporate Owner's final room designations. Obtain approval before installing. Use a computer or typewriter to create directory; handwritten directories are not acceptable.
C.
Panelboard Nameplates: Label each panelboard with a nameplate complying with requirements for identification specified in Section 260553 "Identification for Electrical Systems."
D.
Device Nameplates: Label each branch circuit device in distribution panelboards with a nameplate complying with requirements for identification specified in Section 260553 "Identification for Electrical Systems." FIELD QUALITY CONTROL
3.04 A.
Perform tests and inspections. 1.
B.
C.
Manufacturer's Field Service: Engage a factory-authorized service representative to inspect components, assemblies, and equipment installations, including connections, and to assist in testing.
Acceptance Testing Preparation: 1.
Test insulation resistance for each panelboard bus, component, connecting supply, feeder, and control circuit.
2.
Test continuity of each circuit.
Tests and Inspections: 1.
Perform each visual and mechanical inspection and electrical test stated in NETA Acceptance Testing Specification. Certify compliance with test parameters.
2.
Correct malfunctioning units on-site, where possible, and retest to demonstrate compliance; otherwise, replace with new units and retest.
3.
Perform the following infrared scan tests and inspections and prepare reports: a.
Initial Infrared Scanning: After Substantial Completion, but not more than 60 days after Final Acceptance, perform an infrared scan of each panelboard. Remove front panels so joints and connections are accessible to portable scanner.
b.
Follow-up Infrared Scanning: Perform an additional follow-up infrared scan of each panelboard 11 months after date of Substantial Completion.
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c.
Instruments and Equipment: (1 )
Use an infrared scanning device designed to measure temperature or to detect significant deviations from normal values. Provide calibration record for device.
D.
Panelboards will be considered defective if they do not pass tests and inspections.
E.
Prepare test and inspection reports, including a certified report that identifies panelboards included and that describes scanning results. Include notation of deficiencies detected, remedial action taken, and observations after remedial action.
3.05
ADWSTING A.
3.06
Adjust moving parts and operable component to function smoothly, and lubricate as recommended by manufacturer. PROTECTION
A.
Temporary Heating: instructions.
Apply temporary heat to maintain temperature according to manufacturer's written
END OF SECTION
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SECTION 262726 WIRING DEVICES PART 1 1.01
GENERAL RELATED DOCUMENTS
A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. DEFINITIONS
A.
GFCI: Ground-fault circuit interrupter.
B.
Pigtail: Short lead used to connect a device to a branch-circuit conductor.
1.03
ACTION SUBMITTALS A.
Product Data: For each type of product indicated.
B.
Shop Drawings: List oflegends and description of materials and process used for premarking wall plates.
PART2 2.01
PRODUCTS MANUFACTURERS
A.
B.
2.02
Manufacturers' Names: Shortened versions (shown in parentheses) of the following manufacturers' names are used in other Part 2 articles: 1.
Cooper Wiring Devices; a division of Cooper Industries, Inc. (Cooper).
2.
Pass & Seymour/Legrand (Pass & Seymour).
Source Limitations: Obtain each cype of wiring device and associated wall plate from single source from single manufacturer. GENERAL WIRING-DEVICE REQUIREMENTS
A.
Wiring Devices, Components, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application.
B.
Comply with NFPA 70.
C.
Devices that are manufactured for use with modular plug-in connectors may be substituted under the following conditions:
2.03
1.
Connectors shall comply with UL 2459 and shall be made with stranding building wire.
2.
Devices shall comply with the requirements in this Section.
GFCIRECEPTACLES A.
General Description: 1.
Straight blade, feed-through type.
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B.
2.
Comply with NEMA WD 1, NEMA WD 6, UL 498, UL 943 Class A, and FS W-C-596.
3.
Include indicator light that shows when the GFCI has malfunctioned and no longer provides proper GFCI protection.
Duplex GFCI Convenience Receptacles, 125 V, 20 A: 1.
Products: Subject to compliance with requirements, provide one of the following: a.
Cooper; VGF20.
b.
Pass & Seymour; 2095.
FINISHES
2.04 A.
Device Color: 1.
B.
Cover Plate Color: For plastic covers, match device color.
PART 3 3.01
Wiring Devices Connected to Normal Power System: Gray, unless otherwise indicated or required by NFP A 70 or device listing.
EXECUTION INSTALLATION
A.
Comply with NECA 1, including the mounting heights listed in that standard, unless otherwise noted.
B.
Coordination with Other Trades:
C.
D.
1.
Take steps to insure that devices and their boxes are protected. Do not place wall finish materials over device boxes and do not cut holes for boxes with routers that are guided by riding against outside of the boxes.
2.
Keep outlet boxes free of dust, paint, and other material that may contaminate the raceway system, conductors, and cables.
Conductors: 1.
Do not strip insulation from conductors until just before they are spliced or terminated on devices.
2.
Strip insulation evenly around the conductor using tools designed for the purpose. nicking of solid wire or cutting strands from stranded wire.
3.
The length of free conductors at outlets for devices shall meet provisions ofNFPA 70, Article 300, without pigtails.
Avoid scoring or
Device Installation: 1.
Replace all devices that have been in temporary use during construction or that show signs that they were installed before building finishing operations were complete.
2.
Keep each wiring device in its package or otherwise protected until it is time to connect conductors.
3.
Do not remove surface protection, such as plastic film and smudge covers, until the last possible moment.
4.
Connect devices to branch circuits using pigtails that are not less than 6 inches in length.
5.
When there is a choice, use side wiring with binding-head screw terminals. Wrap solid conductor tightly clockwise, 2/3 to 3/4 ofthe way around terminal screw.
6.
Use a torque screwdriver when a torque is recommended or required by the manufacturer.
7.
Tighten unused terminal screws on the device.
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8.
E.
Receptacle Orientation: 1.
3.02
When mounting into metal boxes, remove the fiber or plastic washers used to hold device mounting screws in yokes, allowing metal-to-metal contact.
Install ground pin of vertically mounted receptacles up.
IDENTIFICATION A.
Comply with Division 26 Section "Identification for Electrical Systems."
B.
Identify each receptacle with panelboard identification and circuit number. Use hot, stamped or engraved machine printing with black-filled lettering on face of plate, and durable wire markers or tags inside outlet boxes. FIELD QUALITY CONTROL
3.03 A.
B.
Perform the following tests and inspections: 1.
Test Instruments: Use instruments that comply with UL 1436.
2.
Test Instrument for Convenience Receptacles: Digital wiring analyzer with digital readout or illuminated LED indicators of measurement.
Tests for Convenience Receptacles: 1.
Line Voltage: Acceptable range is 105 to 132 V.
2.
Percent Voltage Drop under 15-A Load: A value of 6 percent or higher is not acceptable.
3.
Ground Impedance: Values ofup to 2 ohms are acceptable.
4.
GFCI Trip: Test for tripping values specified in UL 1436 and UL 943.
5.
Using the test plug, verify that the device and its outlet box are securely mounted.
6.
The tests shall be diagnostic, indicating damaged conductors~ high resistance at the circuit breaker, poor connections, inadequate fault current path, defective devices, or similar problems. Correct circuit conditions, remove malfunctioning units and replace with new ones, and retest as specified above.
C.
Wiring device will be considered defective if it does not pass tests and inspections.
D.
Prepare test and inspection reports.
END OF SECTION
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SECTION 262813 FUSES PART 1
1.01
GENERAL
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. ACTION SUBMITTALS
A.
Product Data: For each type of product indicated. Include construction details, material, dimensions, descriptions of individual components, and finishes for spare-fuse cabinets. Include the following for each fuse type indicated: 1.
Ambient Temperature Adjustment Information: If ratings of fuses have been adjusted to accommodate ambient temperatures, provide list of fuses with adjusted ratings. a.
For each fuse having adjusted ratings, include location of fuse, original fuse rating, local ambient temperature, and adjusted fuse rating.
b.
Provide manufacturer's technical data on which ambient temperature adjustment calculations are based.
2.
Dimensions and manufacturer's technical data on features, performance, electrical characteristics, and ratings.
3.
Current-limitation curves for fuses with current-limiting characteristics.
4.
Time-current coordination curves (average melt) and current-limitation curves (instantaneous peak letthrough current) for each type and rating of fuse.
5.
Coordination charts and tables and related data.
6.
Fuse sizes for elevator feeders and elevator disconnect switches.
CLOSEOUT SUBMITTALS
1.03 A.
Operation and Maintenance Data: For fuses to include in emergency, operation, and maintenance manuals. In addition to items specified in Division 01 Section "Operation and Maintenance Data," include the following: 1.
Ambient temperature adjustment information.
2.
Current-limitation curves for fuses with current-limiting characteristics.
3.
Time-current coordination curves (average melt) and current-limitation curves (instantaneous peak letthrough current) for each type and rating of fuse.
4.
Coordination charts and tables and related data.
MAINTENANCE MATERIAL SUBMITTALS
1.04 A.
Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1.
Fuses: Equal to 10 percent of quantity installed for each size and type, but no fewer than two of each size and type.
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1.05
QUALITY ASSURANCE A.
Source Limitations: Obtain fuses, for use within a specific product or circuit, from single source from single manufacturer.
B.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, by a qualified testing agency, and marked for intended location and application.
C.
Comply with NEMA FU 1 for cartridge fuses.
D.
ComplywithNFPA 70.
E.
Comply with UL 248-11 for plug fuses.
1.06
PROJECT CONDITIONS A.
1.07
Where ambient temperature to which fuses are directly exposed is less than 40 deg F or more than 100 deg F, apply manufacturer's ambient temperature adjustment factors to fuse ratings. COORDINATION
A.
Coordinate fuse ratings with utilization equipment nameplate limitations of maximum fuse size and with system short-circuit current levels.
PART2 2.01
PRODUCTS MANUFACTURERS
A.
2.02
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Cooper Bussmann, Inc.
2.
Ferraz Shawmut, Inc.
3.
Littelfuse, Inc.
CARTRIDGE FUSES A.
PART 3 3.01
Characteristics: NEMA FU 1, nonrenewable cartridge fuses with voltage ratings consistent with circuit voltages.
EXECUTION EXAMINATION
A.
Examine fuses before installation. Reject fuses that are moisture damaged or physically damaged.
B.
Examine holders to receive fuses for compliance with installation tolerances and other conditions affecting performance, such as rejection features.
C.
Examine utilization equipment nameplates and installation instructions. characteristics appropriate for each piece of equipment.
D.
Evaluate ambient temperatures to determine if fuse rating adjustment factors must be applied to fuse ratings.
E.
Proceed with installation only after unsatisfactory conditions have been corrected.
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Install fuses of sizes and with
262813 -2
3.02
FUSE APPLICATIONS A.
3.03
Cartridge Fuses: 1.
Service Entrance: As indicated.
2.
Feeders: As indicated.
3.
Control Circuits: Class CC, time delay.
INSTALLATION A.
Install fuses in fusible devices. Arrange fuses so rating information is readable without removing fuse. IDENTIFICATION
3.04 A.
Install labels complying with requirements for identification specified in Division 26 Section "Identification for Electrical Systems" and indicating fuse replacement information on inside door of each fused switch and adjacent to each fuse block, socket, and holder.
END OF SECTION
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SECTION 262816 ENCLOSED SWITCHES AND CIRCUIT BREAKERS PART 1 1.01
GENERAL RELATED DOCUMENTS
A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. DEFINITIONS
A.
NC: Normally closed.
B.
NO: Normally open.
C.
SPDT: Single pole, double throw.
1.03
PERFORMANCE REQUIREMENTS
1.04
ACTION SUBMITTALS A.
B.
Product Data: For each type of enclosed switch, circuit breaker, accessory, and component indicated. Include dimensioned elevations, sections, weights, and manufacturers' technical data on features, performance, electrical characteristics, ratings, accessories, and finishes. 1.
Enclosure types and details for types other than NEMA 250, Type 1.
2.
Current and voltage ratings.
3.
Short-circuit current ratings (interrupting and withstand, as appropriate).
4.
Include evidence ofNRTL listing for series rating of installed devices.
5.
Detail features, characteristics, ratings, and factory settings of individual overcurrent protective devices, accessories, and auxiliary components.
6.
Include time-current coordination curves (average melt) for each type and rating of overcurrent protective device; include selectable ranges for each type of overcurrent protective device.
Shop Drawings: For enclosed switches and circuit breakers. Include plans, elevations, sections, details, and attachments to other work. 1.
1.05
Wiring Diagrams: For power, signal, and control wiring.
CLOSEOUT SUBMITTALS
A.
Operation and Maintenance Data: For enclosed switches and circuit breakers to include in emergency, operation, and maintenance manuals. In addition to items specified in Division 01 Section "Operation and Maintenance Data," include the following: 1.
Manufacturer's written instructions for testing and adjusting enclosed switches and circuit breakers.
2.
Time-current coordination curves (average melt) for each type and rating of overcurrent protective device; include selectable ranges for each type of overcurrent protective device.
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MAINTENANCE MATERIAL SUBMITTALS
1.06 A.
Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1.
Fuses: Equal to 10 percent of quantity installed for each size and type, but no fewer than three of each size and type.
2.
Fuse Pullers: Two for each size and type.
QUALITY ASSURANCE
1.07 A.
Source Limitations: Obtain enclosed switches and circuit breakers, overcurrent protective devices, components, and accessories, within same product category, from single source from single manufacturer.
B.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFP A 70, by a qualified testing agency, and marked for intended location and application.
C.
Comply with NFPA 70. PROJECT CONDITIONS
1.08 A.
Environmental Limitations: otherwise indicated: 1.
Ambient Temperature: Not less than minus 22 deg F and not exceeding 104 deg F.
2.
Altitude: Not exceeding 6600 feet.
PART2 2.01
Rate equipment for continuous operation under the follqwing conditions unless
PRODUCTS FUSIBLE SWITCHES
A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Eaton Electrical Inc.; Cutler-Hammer Business Unit.
2.
Siemens Energy & Automation, Inc.
3.
SquareD; a brand of Schneider Electric.
B.
Type HD, Heavy Duty, Single Throw, 240 or 600-V ac, 1200 A and Smaller: UL.98 and NEMA KS 1, horsepower rated, with clips or bolt pads to accommodate indicated fuses, lockable handle with capability to accept three padlocks, and interlocked with cover in closed position.
C.
Accessories:
2.02
1.
Equipment Ground Kit: Internally mounted and labeled for copper and aluminum ground conductors.
2.
Neutral Kit: Internally mounted; insulated, capable ofbeing grounded and bonded; labeled for copper and aluminum neutral conductors.
3.
Class R Fuse Kit: Provides rejection of other fuse types when Class R fuses are specified.
4.
Lugs: Mechanical type, suitable for number, size, and conductor material.
5.
Service-Rated Switches: Labeled for use as service equipment.
ENCLOSURES A.
Enclosed Switches and Circuit Breakers: NEMA AB 1, NEMA KS 1, NEMA 250, and UL 50, to comply with environmental conditions at installed location.
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1. PART 3
3.01
Outdoor Locations: NEMA 250, Type 3R. EXECUTION
EXAMINATION A.
Examine elements and surfaces to receive enclosed switches and circuit breakers for compliance with installation tolerances and other conditions affecting perfonnance of the Work.
B.
Proceed with installation only after unsatisfactory conditions have been conected.
3.02
INSTALLATION A.
Install individual wall-mounted switches and circuit breakers with tops at uniform height unless otherwise indicated.
B.
Temporary Lifting Provisions: Remove temporary lifting eyes, channels, and brackets and temporary blocking of moving parts from enclosures and components.
c.
Install fuses in fusible devices.
D.
Comply with NECA 1. IDENTIFICATION
3.03 A.
Comply with requirements in Division 26 Section "Identification for Electrical Systems." 1.
Identify field-installed conductors, interconnecting wiring, and components; provide warning signs.
2.
Label each enclosure with engraved metal or laminated-plastic nameplate.
FIELD QUALITY CONTROL
3.04 A.
Perform tests and inspections.
B.
Acceptance Testing Preparation:
C.
1.
Test insulation resistance for each enclosed switch and circuit breaker, component, connecting supply, feeder, and control circuit.
2.
Test continuity of each circuit.
Tests and Inspections: 1.
Perform each visual and mechanical inspection and electrical test stated in NETA Acceptance Testing Specification. Certify compliance with test parameters.
2.
Correct malfunctioning units on-site, where possible, and retest to demonstrate compliance; otherwise, replace with new units and retest.
3.
Perform the following infrared scan tests and inspections and prepare reports: a.
Initial Infrared Scanning: After Substantial Completion, but not more than 60 days after Final Acceptance, perform an infrared scan of each enclosed switch and cirvuit breaker. Remove front panels so joints and connections are accessible to portable scanner.
b.
Follow-up Infrared Scanning: Perform an additional follow-up infrared scan of each enclosed switch and circuit breaker 11 months after date of Substantial Completion.
c.
Instruments and Equipment: Use an infrared scanning device designed to measure temperature or to detect significant deviations from normal values. Provide calibration record for device.
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4.
Test and adjust controls, remote monitoring, and safeties. Replace damaged and malfunctioning controls and equipment.
D.
Enclosed switches and circuit breakers will be considered defective if they do not pass tests and inspections.
E.
Prepare test and inspection reports, including a certified report that identifies enclosed switches and circuit breakers and that describes scanning results. Include notation of deficiencies detected, remedial action taken, and observations after remedial action.
3.05
ADJUSTING A.
Adjust moving parts and operable components to function smoothly, and lubricate as recommended by manufacturer.
B.
Set field-adjustable circuit-breaker trip ranges.
END OF SECTION
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262816-4
SECTION 263600 TRANSFER SWITCHES PART 1
1.01
GENERAL
RELATED DOCUMENTS A.
1.02
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. ACTION SUBMITTALS
A.
Product Data: For each type of product indicated. Include rated capacities, weights, operating characteristics, furnished specialties, and accessories.
B.
Shop Drawings: Dimensioned plans, elevations, sections, and details showing minimum clearances, conductor entry provisions, gutter space, installed features and devices, and material lists for each switch specified. 1.
Single-Line Diagram: Show connections between transfer switch, bypass/isolation switch, power sources, and load; and show interlocking provisions for each combined transfer switch and bypass/isolation switch.
CLOSEOUT SUBMITTALS
1.03 A.
1.04
Operation and Maintenance Data: For each type of product to include in emergency, operation, and maintenance manuals. In addition to items specified in Division 01 Section "Operation and Maintenance Data," include the following: 1.
Features and operating sequences, both automatic and manual.
2.
List of all factory settings of relays; provide relay-setting and calibration instructions, including software, where applicable.
QUALITY ASSURANCE A.
Manufacturer Qualifications: Maintain a service center capable of providing training, parts, and emergency maintenance repairs within a response period of less than eight hours from time of notification.
B.
Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use.
C.
Comply with NEMA ICS 1.
D.
Comply with NFP A 70.
E.
Comply with NFP A 110.
F.
Comply with UL 1008 unless requirements of these Specifications are stricter.
PART2
2.01
PRODUCTS
MANUFACTURED UNITS A.
Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1.
Contactor Transfer Switches:
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2.02
a.
Emerson; ASCO Power Technologies, LP.
b.
GE Zenith Controls.
c.
Kohler Power Systems; Generator Division.
d.
Onan/Cummins Power Generation; Industrial Business Group.
e.
Russelectric, Inc.
GENERAL TRANSFER-SWITCH PRODUCT REQUIREMENTS A.
Indicated Current Ratings: Apply as defined in UL 1008 for continuous loading and total system transfer, including tungsten filament lamp loads not exceeding 30 percent of switch ampere rating, unless otherwise indicated.
B.
Tested Fault-Current Closing and Withstand Ratings: Adequate for duty imposed by protective devices at installation locations in Project under the fault conditions indicated, based on testing according to UL 1008. 1.
Where transfer switch includes internal fault-current protection, rating of switch and trip unit combination shall exceed indicated fault-current value at installation location.
C.
Solid-State Controls: Repetitive accuracy of all settings shall be plus or minus 2 percent or better over an .operating temperature range of minus 20 to plus 70 deg C.
D.
Resistance to Damage by Voltage Transients: Components shall meet or exceed voltage-surge withstand capability requirements when tested according to IEEE C62.41. Components shall meet or exceed voltageimpulse withstand test ofNEMA ICS 1.
E.
Switch Characteristics: power sources.
Designed for continuous-duty repetitive transfer of full-rated current between active
1.
Limitation: Switches using molded-case switches or circuit breakers or insulated-case circuit-breaker compot;1ents are not acceptable.
2.
Switch Action: Double throw; mechanically held in both directions.
3.
Contacts: Silver composition or silver alloy for load-current switching. Conventional automatic transferswitch units, rated 225 A and higher, shall have separate arcing contacts.
F.
Neutral Terminal: Solid and fully rated, unless otherwise indicated.
G.
Heater: Equip switches exposed to outdoor temperatures and humidity, and other units indicated, with an internal heater. Provide thermostat within enclosure to control heater.
H.
Enclosures: General-purpose NEMA 250, Type 3R, complying with NEMA ICS 6 and UL 508, unless otherwise indicated.
2.03
NONAUTOMATIC TRANSFER SWITCHES A.
Operation: Electrically actuated by push buttons designated "Normal Source" and "Alternate Source." In addition, removable manual handle provides quick-make, quick-break manual-switching action. Switch shall be capable of electrically or manually transferring load in either direction with either or both sources energized. Control circuit disconnects from electrical operator during manual operation.
B.
Double-Throw Switching Arrangement: sequence.
C.
Nonautomatic Transfer-Switch Accessories: 1.
Incapable of pauses or intermediate position stops during switching
Pilot Lights: Indicate source to which load is connected.
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Source-Available Indicating Lights: Supervise sources via transfer-switch normal- and alternate-source sensing circuits.
3.
2.04
a.
Normal Power Supervision: Green light with nameplate engraved "Normal Source Available."
b.
Emergency Power Supervision: Red light with nameplate engraved "Alternate Source Available."
Unassigned Auxiliary Contacts: One set of nonnally closed contacts for each switch position, rated 10 A at 240-V ac.
SOURCE QUALITY CONTROL A.
Factory test and inspect components, assembled switches, and associated equipment. Ensure proper operation. Check transfer time and voltage, frequency, and time-delay settings for compliance with specified requirements. Perform dielectric strength test complying with NEMA ICS 1.
PART3 3.01
EXECUTION INSTALLATION
A.
Identify components according to Division 26 Section "Identification for Electrical Systems."
B.
Set field-adjustable intervals and delays, relays, and engine exerciser clock.
3.02
CONNECTIONS A.
Ground equipment according to Division 26 Section "Grounding and Bonding for Electrical Systems."
B.
Connect wiring according to Division 26 Section "Low-Voltage Electrical Power Conductors and Cables."
3.03
FIELD QUALITY CONTROL A.
Manufacturer's Field Service: Engage a factory-authorized service representative to inspect, test, and adjust components, assemblies, and equipment installations, including connections.
B.
Perform the following tests and inspections with the assistance of a factory-authorized service representative: 1.
After installing· equipment and after electrical circuitry. has been energized, test for compliance with requirements.
2.
Perform each visual and mechanical inspection and electrical test stated in NETA Acceptance Testing Specification. Certify compliance with test parameters.
3.
Measure insulation resistance phase-to-phase and phase-to-ground with insulation-resistance tester. Include external annunciation and control circuits. Use test voltages and procedure recommended by manufacturer. Comply with manufacturer's specified minimum resistance.
4.
a.
Check for electrical continuity of circuits and for short circuits.
b.
Inspect for physical damage, proper installation and connection, and integrity of barriers, covers, and safety features.
c.
Verify that manual transfer warnings are properly placed.
d.
Perform manual transfer operation.
After energizing circuits, demonstrate interlocking sequence and operational function for each switch at least three times. a.
Simulate power failures of normal source to automatic transfer switches and of emergency source with normal source available. ·
b.
Simulate loss of phase-to-ground voltage for each phase of normal source.
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263600-3
c.
Verify time-delay settings.
d.
Verify pickup and dropout voltages by data readout or inspection of control settings.
e.
Perform contact-resistance test across main contacts and correct values exceeding 500 microhms and values for 1 pole deviating by more than 50 percent from other poles.
f.
Verify proper sequence and correct timing of automatic engine starting, transfer time delay, retransfer time delay on restoration of normal power, and engine cool-down and shutdown.
C.
Report results of tests and inspections in writing. Record adjustable relay settings and measured insulation and contact resistances and time delays. Attach a label or tag to each tested component indicating satisfactory completion of tests.
D.
Remove and replace malfunctioning units and retest as specified above.
E.
Prepare test and inspection reports.
F.
Infrared Scanning: After Substantial Completion, but not more than 60 days after Final Acceptance, perform an infrared scan of each switch. Remove all access panels so joints and connections are accessible to portable scanner. 1.
Follow-up Infrared Scanning: Perform an additional follow-up infrared scan of each switch 11 months after date of Substantial Completion.
2.
Instrument: Use an infrared scanning device designed to measure temperature or to detect significant deviations from normal values. Provide calibration record for device.
3.
Record of Infrared Scanning: Prepare a certified report that identifies switches checked and that describes scanning results. Include notation of deficiencies detected, remedial action taken, and observations after remedial action.
DEMONSTRATION
3.04 A.
Engage a factory-authorized service representative to train Owner's maintenance personnel to adjust, operate, and Refer to Division 01 Section maintain transfer switches and related equipment as specified below. i'Demonstration and Training."
END OF SECTION
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SECTION 312000 EARTHWORK PART 1 1.01
GENERAL GENERAL
A.
1.02
This section covers excavation work and shall include the necessary clearing, grubbing, and preparation of the site; removal and disposal of all debris; excavation and trenching as required; the handling, storage, transportation, and disposal of all excavated material; all necessary sheeting, shoring, and protection work; preparation of subgrade; pumping and dewatering as necessary or required; protection of adjacent property; backfilling; pipe embedment; construction of fills and embankments; surfacing and grading; and other appurtenant work. GENERAL REQUIREMENTS
A.
Excavation work shall be performed in a safe and proper manner with appropriate precautions being taken against all hazards. Excavations shall provide adequate working space and clearances for the work to be performed therein and for installation and removal of concrete forms.
B.
Subgrade surfaces shall be clean and free of loose material of any kind when concrete is placed thereon.
C.
Footings may be placed directly against excavation faces without the use of outer forms, provided that such faces are stable and also provided that a layer of polyethylene film is placed between the earth and the concrete.
D.
Backfilling and construction of fills and embankments during freezing weather shall not be done except by permission of the Engineer. No backfill, fill, or embankm~nt materials shall be ins~alled on frozen surfaces, nor shall frozen materials, snow, or ice be placed in any backfill, fill, or embankment.
1.03 A.
1.04 A.
CLASSIFICATION OF EXCAVATED MATERIALS No classification of excavated materials will be made. Excavation and trenching work shall include the removal and subsequent handling of all materials excavated or otherwise removed in performance of the contract work, regardless of the type, character, composition, or condition thereof. BLASTING Excavation by blasting or use of explosives will not be permitted.
PART 2
PRODUCTS (NOT USED)
PART 3
EXECUTION
3.01
SITE PREPARATION A.
Subgrades for fills and embankments shall be cleaned and stripped of all surface vegetation, sod, and organic topsoil. All waste materials shall be removed from the site and disposed of and all required fill shall be obtained as necessary, and transported to the site at the expense of the Contractor. Topsoil shall be stripped and used to dress areas that are to be seeded. Excess topsoil will be removed from the site. Soil with vegetation shall be spread in such a manner to separate the vegetation from the soil.
312000- 1
3.02
TOPSOIL
A.
3.03
The Contractor shall remove and stockpile sufficient topsoil to be used as final cover, to a minimum depth of 4 inches, for all fills, embankments, and any other areas on the site of the work where the original topsoil will be covered or damaged. Topsoil shall be free from trash, debris, and surface vegetation more than 6 inches in height. After all other work has been completed in each area, topsoil shall be placed and graded to the satisfaction of the Engineer. DEWATERING
A.
The Contractor shall provide and maintain adequate dewatering equipment to remove and dispose of all surface and ground water entering excavations, trenches, or other parts of the work. Each excavation shall be kept dry during subgrade preparation and continually thereafter until the structure to be built, or the pipe to be installed, therein is completed to the extent that no damage from hydrostatic pressure, flotation, or other cause will result.
B.
All excavations for concrete structures or trenches which extend down to or below ground water shall be dewatered by lowering and keeping the ground water level beneath such excavations 12 inches or more below the bottom of the excavation.
C.
Surface water shall be diverted or otherwise prevented from entering excavated areas or trenches to the greatest extent practicable without causing damage to adjacent property.
D.
The Contractor will be held responsible for the condition of any pipe or conduit which he may use for drainage purposes, and all such pipes or conduits shall be left clean and free of sediment.
3.04
SHEETING AND SHORING
A.
Except where banks are cut back on a stable slope, excavation for structures and trenches shall be properly and substantially sheeted, braced, and shored, as necessary, to prevent caving or sliding, to provide protection for workmen and the work, and to provid~ protection for existing structures and facilities. Sheeting, bracing, and shoring shall be designed and built to withstand all loads that might be caused by earth movement or pressure, and shall be rigid, maintaining shape and position under all circumstances.
B.
Trench sheeting shall not be pulled before backfilling unless the pipe strength is sufficient, in the opinion of the Engineer, to carry trench loads based on trench width to the back of sheeting, nor shall sheeting be pulled after backfilling. Where trench sheeting is left in place, such sheeting shall not be braced against the pipe, but shall be supported in a manner which will preclude concentrated loads or horizontal thrusts on the pipe. Cross braces installed above the pipe to support sheeting may be removed after pipe embedment has been completed.
3.05
STABILIZATION
A.
Subgrades for concrete structures and trench bottoms shall be firm, dense, and thoroughly compacted and consolidated; shall be free from mud and muck; and shall be sufficiently stable to remain firm and intact under the feet of the workmen.
B.
Subgrades for concrete structures or trench bottoms which are otherwise solid, but which become mucky on top due to construction operations, shall be reinforced with crushed rock or gravel. The finished elevation of stabilized subgrades shall not be above subgrade elevations shown on the drawings.
312000-2
3.06
FILLS AND EMBANKMENTS
A.
To the maximum extent available, excess earth obtained from structure and trench excavations shall be used for construction of fills and embankments. Additional material shall be obtained from borrow pits as necessary.
B.
After preparation of the fill or embankment site, the subgrade shall be leveled and rolled so that surface materials of the subgrade will be compact and well bonded with the first layer of the fill or embankment. All material deposited in fills and embankments shall be free from rocks or stones, brush, stumps, logs, roots, debris, and organic or other objectionable materials. Fills and embankments shall be constructed in horizontal layers not exceeding 8 inches in un-compacted thickness. Material deposited in piles or windrows by excavating and hauling equipment shall be spread and leveled prior to compaction. Each layer shall be thoroughly compacted by rolling or other method acceptable to the Engineer.
3.07
TRENCH EXCAVATION AND MINIMUM COVER
A.
Trenches shall be excavated so that pipes can be laid straight at uniform grade, without dips or humps, between the terminal elevations shown on the drawings.
B.
Where pipe grades or elevations are not definitely fixed by the contract drawings, trenches shall be excavated to a depth sufficient to provide a minimum depth of backfill cover over the top of the pipe of 42 inches for water piping and 36 inches for sanitary sewer piping.
3.08
FINAL GRADING
A.
After other outside work has been finished, and backfilling and embankments completed and settled, all areas on the site of the work which are to be graded shall be brought to grade at the indicated elevations, slopes, and contours. Use of graders or other power equipment will be permitted for final grading and dressing of slopes, provided the result is uniform and equivalent to hand work. All surfaces shall be graded to secure effective drainage. Unless otherwise shown a slope of at least one percent shall be provided.
B.
Final grading and surfacing shall be completed according to the grading plan if provided and to the satisfaction of the Engineer.
3.09
EXCESS EXCAVATED MATERIALS
A.
3.10
Insofar as needed, suitable excavated materials shall be used in fills and embankments shown on the drawings. All suitable excess excavated material shall be disposed of at locations on the site as directed by the Engineer; all such material shall be graded but need not be compacted. SETTLEMENT
A.
The Contractor shall be responsible for all settlement of backfill, fills, and embankments which may occur within one year after final completion of the contract under which the work was performed.
B.
The Contractor shall make, or cause to be made, all repairs or replacements made necessary by settlement, within 30 days after notice from the Engineer of Owner.
END OF SECTION
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SECTION 313700 RIPRAP AND ROCK LINING PART 1 1.01
GENERAL SUMMARY
A.
This section includes constructing a protective blanket of rock in ditches, on stream banks, and at pipe discharges, as indicated in the construction plans.
1.02
SUBMITTALS
A.
Aggregate tickets showing type of material and amount delivered
PART2 2.01
PRODUCTS MATERIAL
A.
The material for riprap shall be durable stone containing a combined total of no more than 10 percent of soil, sand, shale or non-durable rock. The material shall contain a large percentage of pieces as large as the thickness of the blanket will permit, with enough smaller pieces of various sizes to fill the larger voids. 1.
MoDOT Type II Rock Blanket shall be used for rip rap pads shown in the construction plans.
2.
Refer to MoDOT specification section 611.30 for details of material requirements.
B.
Acceptance of quality and size of material will be made by visual inspection at the job site.
C.
Rock blanket shall be wrapped in non-woven polypropylene type geotextile fabric as shown on the construction details. The geotextile fabric shall be Amoco 4533 non-woven geotextile fabric or approved equal.
PART 3 3.01
INSTALLATION PLACEMENT
A.
Do not place rip rap over frozen or spongy subgrade surfaces.
B.
The rock shall be placed to the specified thickness, elevation and manipulated to eliminate large voids. Rip rap shall be placed 18" to 24" thick, or as designated on the construction plans.
C.
The finished surface of the blanket shall present an appearance free from segregation and with a proportionate quantity of the larger pieces showing. The finished surface shall present a uniform appearance true to line, grade and section.
END OF SECTION
313700-1
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00
PART 1 1.01
GENERAL SECTION INCLUDES A.
Boring methods for construction of pipeline boring
B.
Casing pipe materials.
C.
Casing spacers.
D.
Casing end seals.
RELATED SECTIONS
1.02
1.03
A.
Section 31 20 00 - Excavating
B.
Section 31 23 33- Backfilling
C.
Section 31 23 16 -Trenching
QUALITY ASSURANCE A.
Welding materials and procedures: Conform to ASME Code.
B.
Employ certified welders in accordance with ASME Section 9.
PART 2 2.01
PRODUCTS CASING PIPE A. Unless otherwise stating the plans, casing pipe shall meet the follow requirements TABLE 1: Casing Pipe Sizes and Maximum Spacer Support for PVC Carrier Pipe.
Casing Internal Diameter (Inches}
Minimum Casing Spacing Between Wall Thickness Adjacent Skids (ft.) (Inches} Highway Railroad Use Use 2" 8" 3' 3/16 X 8" 2.5" 3' 3/16 X 10" 3" 3' 3/16 X 4" 10" 4%' 3/16 X 12" 6' 6" 3/16 X 14" 7' 8" 3/16 5/16 16" 10" 3/16 5/16 8' 18" 12" % 5/16 8' 20" 14" 3/8 8' X 22" 16" 8' % 3/8 18" 24" 8' 3/8 7/16 *Measurement from centerline to centerline of spacer. Use at least 3 spacers per pipe irrespective of chart values (two on each end and one in the middle minimum). Nominal Pipe Size (Inches}
B.
Casing pipe to be new, unused steel pipe with yield strength of 35,000-psi conforming to ASTM A53-B. 00-1
2.02
CASING SPACERS B.
Spacers shall be plastic.
C.
Spacer thickness shall be sufficient to raise pipe bell off of casing.
D.
Spacers to be Raci or approved equal.
PART 3 3.01
3.02
EXECUTION
PREPARATION A.
Excavate boring and receiving pits to required depths.
B.
Align boring machine to maintain required direction of bore.
CASING AND BORE METHOD A.
Casing pipe to be steel pipe with diameter and wall thickness per TABLE 1, in this section, unless specifically bid differently in bid proposal. Contractor may use larger casing size if desired, but shall be responsible for any job variations encountered by this choice (i.e. casing spacer size, etc.). Submittals are required for all casing pipe to be used in Work.
B.
Borings shall be made so that line and grade of sewer line may be carried continuously through casing pipe. Random lengths of steel casing may be used; but all ends must be V grooved-butt welded to adjacent casing pipe around the complete perimeter of the pipe. Welds to be watertight and shall be equal to or stronger than adjacent pipe. Casing joining procedures must be such that concentricity of the entire completed casing will be maintained.
C.
Directional drilling or rotary auger methods shall be used for bore hole sizes greater than 4-inch diameter.
D.
Expanding mandrel push methods may be used for bore hole sizes 4-inch and smaller.
E.
Bore hole size shall not be greater than 1-inch larger than casing pipe through bore hole.
F.
Immediately upon withdrawing the auger or mandrel, install casing pipe through the bore hole.
G.
In cohesion less or caving soils, insert ·auger through casing pipe and jack casing pipe behind the auger. Remove auger. Clean casing.
H.
Steel casing pipe joints shall be continuously welded.
I.
Install casing spacers on sides of carrier pipe as described in this section.
J.
Fill boring and receiving pits with excavated material and compact to 95% of Standard Proctor density.
K.
L.
3.03
Correct areas of over excavation in accordance with Section 31 20 00, and at no cost to the . Owner. Stockpile excavated material in area designated on-site and excess material not being used, shall be disposed of off-site at Contractors expense.
PVC CARRIER PIPE INSTALLED IN CASINGS: When PVC pipe (carrier) is installed in casings the following procedures shall be followed:
71 00-2
3.04
shall be installed before any is inserted into the full circle shall be required to be seen to prove that the
Inspection will be is concentric from
A.
The entire by Iamping and end to end.
B.
Except as specifically shown otherwise on the plans, the depth to the top of the casing shall in general be 3'-6" below the lowest level of surface being crossed.
C.
All PVC carrier pipe shall be restrained joint and supported by spacers within the casing pipe.
CASING SPACERS AND END SEALS
A.
Casing spacers shall be used to install the carrier pipe inside the encasement pipe. Casing spacers shall fasten tightly onto the carrier pipe so that when the carrier pipe is being installed the spacers will not move along the pipeline. Casing spacers shall be doubled on each end of the encasement, as shown in the plans. Each casing spacer shall be capable of providing support for the carrier pipe in service at a maximum spacing of 8-feet.
B.
PVC pipe may be installed by using drawn cable or jacking. The force used to install the pipe must spread over the pipe end on which it bears, by use of a flat piece of wood or other similar force sustaining material.
C.
Seal ends of casing to carrier pipe using rubberized end seals fastened with stainless steel straps. End seals shall be suitable for burial in all naturally occurring soil conditions.
END OF SECTION
00-3
THIS PAGE INTENTIONALLY LEFT BlANK.
SECTION 321216 ASPHALTIC CONCRETE PAVEMENT
PART 1 1.01
GENERAL WORK INCLUDED
A.
1.02 A.
Construct new asphaltic concrete pavement and replace asphaltic concrete pavement damaged by the Contractor's construction operation in accordance with the existing and proposed lines and grades, as specified herein and as required for a complete installation in accordance with the Contract Documents and as detailed on the Drawings. REFERENCES MoDOT 1.
1.03
Missouri Standard Specifications for Highway Construction Sections 401 and 403, current edition.
SUBMITTALS
A.
Submit bituminous pavement job-mix formula for review in accordance with the section entitled "Submittals".
B.
Test Reports: Testing and inspection reports, including analysis of core samples.
C.
Certificate: Contractor's certification that asphaltic concrete paving has been constructed in accordance with specification requirements.
1.04
QUALITY ASSURANCE
A.
All work, materials, equipment and tests shall be in accordance with the applicable sections of the MoDOT Specifications, unless otherwise amended herein.
B.
Mixing Plant: Conform to the applicable requirements of MoDOT Specifications.
C.
No asphalt shall be placed on frozen subgrade.
1.05 A.
1.06 A.
SURFACE TOLERANCES The surface courses shall have the nominal thickness shown on the plans and shall be substantially free from waves or irregularities. The final riding surface shall not vary from a 10 foot straightedge, applied parallel to the centerline, by more than 1/8 inch. At transverse construction joints, the surface of all other layers shall not vary from the 10 foot straightedge by more than 1/4 inch. Surfaces exceeding these tolerances shall be re-rolled, replaced or otherwise corrected in a manner satisfactory to the Owner's representative. THICKNESS CONTROL The completed thickness of the asphaltic concrete shall be the thickness indicated to meet the established grades.
321216-1
1.07
A.
1.08
A.
PART2 2.01
PROTECTION After final rolling, vehicular traffic of any kind shall not be permitted until the pavement has cooled and hardened or for at least 6 hours. TESTING AND INSPECTION The Contractor shall retain an independent testing laboratory approved by the Owner or his representative and the duties of the laboratory shall be as follows: 1.
Perform routine inspection of the asphaltic concrete paving, including verification of the mix composition, physical requirements as specified.
2.
Obtain three (3) 4-inch diameter cores from each day's placement of the completed pavement for verification of thickness and density. Core locations shall be selected by the Owner's representative. PRODUCTS
AGGREGATES
A.
2.02
A.
2.03 A.
2.04
A.
PART 3 3.01
Aggregates for bituminous base and surface course shall conform to the requirements of MoDOT Specifications. ASPHALTIC CEMENT FOR BITUMINOUS SURFACE COURSE AND BASE COURSE Asphaltic cement for bituminous surface course and base course shall conform to the requirements of MoDOT Specifications. PRIME OR TACK COAT Prime or tack coat shall conform to the requirements of the MoDOT Specifications. Liquid asphalt shall be RC 70 or emulsified asphalt SS 1H, as required by field conditions. MIX DESIGNATION BP-1 AND BP-2 The asphaltic concrete shall conform to the requirements specified for mix designation as detailed in MoDOT Specifications. EXECUTION PREPARATION OF SUBGRADE FOR BASE COURSE
A.
3.02 A.
Prior to constructing the base course, the previously constructed subgrade shall be cleaned of all foreign substances. The subgrade shall conform to Section 312000 EARTHWORK. Ruts or soft yielding spots that may appear in the subgrade, areas having inadequate compaction, and deviations of the surface shall be corrected to line and grade. The finished subgrade shall not be disturbed by traffic or other operations and shall be maintained in a satisfactory condition until the bituminous base course is placed. PREPARATION OF ASPHALTIC CEMENT The asphaltic cement shall be heated in a manner that will avoid local overheating within a temperature range of 275° F. to 350° F. The commingling of asphaltic cement from two or more sources into a storage tank is prohibited. 321216-2
3.03
PREPARATION OF SUBGRADE FOR BASE COURSE
A.
3.04
Prior to constructing the base course, the previously constructed subgrade shall be cleaned of all foreign substances. TACK COAT
A.
3.05
After the surface has been properly prepared and accepted by the Engineer, a tack coat shall be applied at a rate from 0.05 to 0.10 gallons per square yard. The tack coat shall be applied only to the area on which the asphaltic concrete is to be immediately placed. The Contractor shall provide flaggers to prevent traffic form traveling over the tack coat. Contact surfaces of curb and gutters, manholes, valve boxes, monument boxes and other similar structures shall be sprayed or painted with a thin, uniform tack coat. A tack coat is not required on earth subgrade. LIFT THICKNESS
A.
3.06
Except for leveling courses, the nominal thickness of the compacted mat shall not, in general, exceed 2 inches for surface courses and 4 inches for other courses, unless otherwise specified on the Plans. CONSTRUCTION JOINTS
A.
Joints between old and new pavements or between successive days' work shall be made to insure thorough and continuous bond between the two pavements.
B.
The transverse construction joint between old and new pavements or between successive days' work shall be constructed by cutting the asphaltic concrete back for its full depth so as to expose a fresh, vertical surface. Before placing asphaltic concrete against the cut joint, the contact surface shall be sprayed or painted with a thin, uniform tack coat. Starting blocks shall be placed beneath the entire length of the paver's screed, front to back, when beginning placement of asphaltic concrete from the transverse construction joint; the paver's screed shall not be set directly on the previously laid mat and drug off of the existing asphaltic concrete. The thickness of the starting blocks shall allow for the additional thickness needed for placing the uncompacted lift prior to its' compaction to the required thickness for the asphaltic concrete (the approximate thickness of the starting blocks should be equal to the compacted lift thickness in inches multiplied by% inch per inch).
C.
The longitudinal construction joint shall be made by overlapping the paver's screed on the previously laid lane for a width of approximately 1 to 1% inches. The height of the new asphaltic concrete above the existing mat shall allow for the additional thickness needed for placing the uncompacted lift prior to its' compaction to the required thickness for the asphaltic concrete (this approximate height should be equal to the compacted lift thickness in inches multiplied by % inch per inch). The excess asphaltic concrete shall be bumped back onto the second lane with a lute or rake; the excess asphaltic concrete should not be scattered across the fresh mat. Compaction of this longitudinal construction joint shall be achieved by pinching the bumped excess asphaltic concrete down onto the joint. The longitudinal construction joints in successive courses shall be offset not less than 6 inches nor more than 12 inches. The widths and placements of the surface course shall conform to traffic lane lines.
3.07 A.
LAYDOWN TEMPERATURE REQUIREMENTS All asphaltic concrete shall be delivered to the paver at a temperature of between 260°F and 335°F.
321216-3
B.
Recommended Minimum Laydown
Base or Subgrade Temperature C F). 32-40 40-50 50-60 60-70 70-80 80-90 90+ C.
3.08 A.
3.09
(in
are provided in the following chart.
Lift Thickness
Yz"*
%"*
1"
310 300 290 280
310 300 290 280 275
310 300 290 285 275 270
1%" 305 300 295 285 280 270 265
2" 295 285 280 275 270 265 260
3+" 280 275 270 265 265 260 260
Operations shall be discontinued if, in the opinion of the Engineer, wind velocities create excessive cooling of the asphaltic concrete. PAVING OPERATIONS The asphaltic concrete shall be placed reasonably true to crown and grade by an automatically controlled paver. Asphaltic concrete may be placed by hand methods only where machine methods are impractical as determined by the Engineer. The paver shall spread the asphaltic concrete without tearing, shoving or gouging the surface and shall strike a finish that is smooth, true to cross section, free of segregation, uniform in density and texture, and free from hollows, transverse corrugations and other irregularities. If the pavement does not conform to all of these requirements, the plant production and paving operations shall be suspended until the deficiency is corrected. All asphaltic concrete shall be delivered to the paver at a temperature between 260° F and 335° F. All asphaltic concrete shall be delivered to the paver in time to permit the completion of the placement and compaction of the asphaltic concrete during daylight hours. Night time work on projects not open to traffic may be permitted when ample lighting and other satisfactory measures are provided; however, written permission of the Engineer must be obtained before beginning night time work. COMPACTION
A.
The asphaltic concrete shall be uniformly compacted as soon after placement as possible without tearing, shoving or gouging the surface. Delays in compacting freshly placed asphaltic concrete shall not be permitted. When rolling causes undue displacement, cracking or hair checking in the surface, the time of rolling shall be adjusted to correct these conditions. The use of rollers or rolling procedures that result in excessive crushing of the aggregate shall not be permitted. Compaction shall be sufficient to achieve field densities equal to or greater than 96% of the Marshall Density.
B.
Rolling shall be continued until all roller marks are eliminated and the asphaltic concrete is satisfactorily compacted. Final rolling of the surface shall be done with a static steel roller. In all places inaccessible to the rollers, such as locations adjacent to curbs, driveways, inlets, manholes, valve boxes, monument boxes and other similar structures, the required compaction shall be secured with vibratory plate compactors. The Engineer may suspend delivery of asphaltic concrete to the project at any time proper compaction is not being performed.
3.10 A.
GRADE CONTROL During construction, the lines and grades of the asphaltic wearing surface mat shall after compaction be at the same elevations of adjacent asphaltic pavement. Where a strip of pavement has been removed, grade control for street pavement reconstruction shall be as indicated on the Drawings.
END OF SECTION 321216-4
SECTION 32131 CONCRETE PAVEMENT,
PART 1 1.01
AND WALKWAYS
GENERAL REQUIREMENT
A.
Concrete pavement, driveways, curbs, gutters and sidewalk shall be cut, removed and constructed or replaced to existing or proposed lines and grades and dimensions required for a complete installation as shown on the Drawings and specified herein.
B.
The Contractor shall be responsible for the protection from damage from his construction operations of all concrete driveways, sidewalk, and curb and gutter within the work area. If payment items are established in the proposal for the removal and replacement of concrete driveways, sidewalk, and curb and gutter, payment will be made only if such items are encountered within the limits of the trench width plus 2 feet (shoulders). Any concrete driveway, sidewalk, or curb and gutter beyond these limits, damaged as a result of the Contractor's operation, shall be restored in accordance with the applicable requirements of these Specifications, and to the satisfaction of the Engineer, at no additional cost to the Owner. In order to protect himself from being held liable for any existing damaged concrete driveways, sidewalks or curb and gutter, the Contractor is advised to notify in writing the authority having jurisdiction over the street where such damage exists prior to proceeding with any work in the vicinity. A copy of all such notices shall be forwarded to the Engineer.
C.
As used herein, "driveway" shall mean concrete driveway, and "curb and gutter" shall mean free-standing curb, gutter, or combination curb and gutter.
1.02 A.
B. 1.03 A.
PART2 2.01
REFERENCE SPECIFICATIONS, CODES, AND STANDARDS Commercial Standards: AASHTO M 148 AASHTO M 153
Liquid Membrane-Forming Compounds for Curing Concrete Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.
Missouri Standard Specifications for Highway Construction, current edition. SUBMITTALS Shop drawings for reinforcing, joint material and mix designs shall be submitted for review in accordance with the section entitled "Submittals". PRODUCTS CONCRETE
A.
Concrete shall be Class A, (4,000 psi, air entrained) conforming to the section entitled "Cast-inplace Concrete", unless noted or specified otherwise.
321313-1
2.02
REINFORCING AND WELDED WIRE FABRIC
A.
All reinforcing steel shall be free from mud, oil, paint, grease or other organic material that may adversely affect or reduce bond with the concrete. Shop drawings, bar lists and splicing details shall be furnished by the Contractor when required.
B.
Reinforcing bars shall conform to the requirements of ASTM A 615, Grade 40 or Grade 60 as specified on the Drawings.
C.
Welded steel wire fabric shall conform to the requirements of ASTM A 185.
D.
Tie bars shall be Grade 40 deformed steel bars, which conform to the requirements for reinforcing bars.
2.03
JOINT SEALANTS
A.
Joint sealer shall be a one or two part polysulfide base self leveling sealant for horizontal surfaces that has been developed for foot and vehicular traffic. The sealant shall conform to the requirements of the "Missouri Standard Specifications for Highway Construction," Missouri Department of Transportation, Current Edition.
B.
Hot-type joint sealants intended for use in sealing joints in Portland cement pavements shall meet all the applicable requirements of ASTM D3405. Sealant shall be applied with a pressure applicator.
C.
Cold-type joint sealants shall conform to the requirements of ASTM D1850.
D.
Acceptance of joint sealant furnished under this Specification shall be in accordance with Section 625.10 of the "Missouri Standard Specifications for Highway Construction," Missouri Department of Transportation, Current Edition.
E.
Testing of sealant properties listed above shall be in accordance with Section 625.10, of the "Missouri Standard Specifications for Highway Construction," Missouri Department of Transportation, Current Edition.
2.04
A.
2.05
A.
PART 3 3.01
BACKER ROD The material furnished for this purpose shall be resilient closed or open cell polyethylene foam rod as recommended by the manufacturer of the sealant. It shall be compatible with the silicone sealant and no bond or reaction shall occur between the rod and the sealant. EXPANSION JOINT FILLER Expansion joint filler material shall be non-extruding and resilient filler which conforms to the requirements of AASHTO M 213 and ASTM D 1751. EXECUTION INSTALLATION
A.
The Contractor shall provide adequate means to protect each driveway, sidewalk, and curb and gutter installation from damage from vandals, animals, weather or other causes, until the
321313-2
concrete is hard. Should occur from such causes, the Contractor shall remove and .-a..,.• .,.,..a the item at his own expense. B.
3.02
Replacement driveways, curb, gutter and sidewalks shall match the elevation and alignment of existing driveways, curb, gutter and sidewalk wherever a connection is made. CONCRETE DRIVEWAYS
A.
Concrete driveways and sidewalks crossing driveways shall be restored in full sections or blocks rather than trench width plus two feet (shoulders), if the original construction was divided into such sections or blocks. The existing driveway (or sidewalk) shall be cut with an abrasive disc saw to trim the edges to straight and true lines, with edges parallel and rectangular in plan. The interior concrete shall then be broken up and removed from the site.
B.
Where these curbs and gutters are adjacent to paved sections, the joints shall match those in the pavement. Joints shall be formed by making a % inch groove 1 inch deep while the concrete is still plastic enough to be worked, but hard enough so it will not slump after grooving.
C.
Finishing: Exposed surfaces shall be shaped to the section shown on the Drawings by using steel tools and trowels and then brushed lightly. All exposed edges and joint edges shall be rounded with an edging tool having a radius of 3/8 inch.
3.03
SIDEWALKS
A.
Sidewalks shall be restored in full section, rather than trench width, plus 2 feet (shoulder).
B.
Removal of existing sidewalk, installation of forms, preparation of subgrade, and the final finish shall be performed as specified hereinabove for driveways, except that the minimum thickness of the sidewalk shall be 4 inches thick.
3.04
CURB AND GUTTER
A.
Curb and gutter shall be restored in lengths equal to trench width plus 2 feet (shoulders) or joint to joint, whichever is greater, unless otherwise permitted or ordered by the Engineer.
B.
Removal of existing curb and gutter, installation of forms, preparation of subgrade, and the final finish shall be performed as specified hereinabove for driveways. The shape and final finish shall match that of the existing curb and gutter.
C.
Continuous curbs shall be extruded concrete type unless otherwise shown. Placement shall be continuous for each section noted on the documents. Expansion joints shall be installed in accordance with MODOT specifications.
D.
Expansion joints shall be placed at all sidewalk intersections between sidewalk or driveway and pavement curb, between old and new walks where old and damaged walks are being repaired and replaced, and at all other locations called for in the Drawings or at the discretion of the Engineer. Expansion joints shall be sealed with approved joint sealant where sidewalks and drive entrances (commercial and residential) intersect with pavement curb. All expansion joints in pavement and curb shall also be sealed with approved joint sealant.
E.
Contraction joints shall be formed at intervals shown on the Drawings or if not shown, the interval shall be equal to the width, but not to exceed 10 feet, (e.g., a 4-foot sidewalk jointed at 4-foot intervals; a 20 foot driveway jointed at 10 foot intervals with a longitudinal joint at the center.) They shall be formed by making a% inch groove 25% of the depth of the slab while the
321313-3
concrete is still plastic enough to be worked, but hard enough so it will not slump after grooving. Contraction joints in driveways may be formed by sawing. Contraction joints formed by "tooling" will not be sealed with joint compound. All joints formed by sawing will be blown clean and sealed with an approved joint sealant compound. F.
3.05
A butt construction joint shall be made at the close of each day's work or when the work is stopped long enough so that the previously placed concrete would have taken its initial set. This joint shall extend completely through the slab and be perpendicular to the finished surface. SUBGRADE CONDITION
A.
The finished subgrade shall be maintained in a smooth, compact condition and any areas which are disturbed prior to placing of the concrete shall be restored at the Contractor's expense. The subgrade shall be moist at the time the concrete is placed. Water shall be uniformly applied ahead of the paving operations as directed by the Engineer. If the Contractor does not maintain the subgrade in the required moist condition, a vapor barrier sheet will be required between the subgrade and the concrete.
B.
The subgrade shall be accurately trimmed to the required elevation with a 1/4-inch tolerance. High areas shall be trimmed to proper elevation. Low areas may be filled with suitable material and compacted to the specified density or filled with concrete integrally with the placing of the pavement.
3.06 A.
3.07 A.
3.08 A.
3.09 A.
SETTING FORMS The forms shall be accurately set to line and grade and such that they rest firmly, throughout their entire length upon the compacted subgrade surface. Forms shall be joined neatly and tightly and braced to test the pressure of the concrete and the finishing operations. The alignment and grade of all forms shall be approved before and immediately prior to the placing of concrete. PLACING CONCRETE The concrete shall be distributed on the subgrade to such depth, that, when it is consolidated and finished, the slab thickness required by the Drawings will be obtained at all points and the surface will at no point be below the grade specified for the finished surface, after application of the allowable tolerance. The concrete shall be deposited on the subgrade in a manner that will require as little rehandling as possible. STRIKING-OFF, CONSOLIDATING AND FINISHING CONCRETE Immediately after the placing, the concrete shall be struck off, consolidated and finished, to produce a finished pavement conforming to the cross section, width and surface sequence of operations shall be as follows: strike-off; vibratory consolidation; screeding; floating; removal of laitance; straight-edging; and final surface finish. STRAIGHT-EDGING AND SURFACE CORRECTIONS After floating has been completed and the excess water removed, but while the concrete is still in a plastic state, the surface of the concrete shall be tested for trueness with an accurate 10foot straightedge. The "Contractor shall furnish the straightedge. The straightedge shall be held in successive positions parallel to the road centerline, in contact with the surface, and the whole area tested from one side of the slab to the other as necessary. Any depressions shall
321313-4
be immediately filled with freshly mixed concrete and struck-off, consolidated and refinished. High areas shall be cut down and refinished. Straightedge testing and surface correction shall continue until the entire surface appears to conform to the required grade and cross section. 3.10
FINAL FINISH
A.
3.11
As soon as the water sheen has disappeared from the surface of the pavement and just before the concrete becomes nonplastic, a light broom finish shall be given to the surface. EDGING
A.
After the final finish has been applied, but before the concrete has become nonplastic, the edges of the pavement along each side of the strip being placed, on each side of construction joints and along any structure extending into the pavement, shall be carefully rounded to a %inch radius except as otherwise indicated. A well-defined and continuous radius shall be produced and a smoother, dense mortar finish obtained. All concrete shall be completely removed from the top of the joint filler.
B.
All joints shall be checked with a straightedge before the concrete has become nonplastic and, if one side of the joint is higher than the other or the entire .joint is higher or lower than the adjacent slabs, corrections shall be made as necessary. JOINTS
3.12 A.
Construction joints shall be located as shown on the Drawings, unless otherwise noted.
B.
Expansion joints around structures shall be formed by placing premolded expansion joint material about all structures and features projecting through, into or against the pavement. Unless otherwise indicated, such joints shall be% inch in width.
C.
Open type transverse expansion joints shall be provided at all sidewalk returns and at 50 feet intervals and wherever indicated on the Drawings. Open type joints shall be formed by staking a 1/4 inch thick metal bulkhead in place and placing concrete on both sides. After the concrete has set sufficiently to preserve the width and shape of the joint, the bulkhead shall be removed. After the sidewalk has been finished over the joint, the slot shall be opened and edged with a tool having a 1/2 inch radius. Transverse expansion joints shall be cleaned and filled with joint filler strips 1/4 inch thick conforming to the requirements of AASHTO M-153.
D.
Scored joints shall be either formed or sawed at 5-fo'ot intervals and shall extend to a depth of at least one fourth of the sidewalk slab thickness. CURING
3.13 A.
After the finishing operations have been completed and as soon as the concrete has hardened sufficiently that marring of the surface will not occur, the entire surface and the C?dges of the newly placed concrete shall be covered and cured with membrane curing compound.
B.
Curing compound shall be uniformly applied to the surfaces to be cured, in a single coat, continuous film, at the rate of one .gallon to not more than 200 square feet, by a mechanical sprayer.
C.
Curing compound shall not be applied during periods of rainfall. Curing compound shall not be applied to the inside faces of joints to be sealed. Should the film become damaged from any
321313-5
cause within the required curing period, the damaged portions shall be repaired immediately with additional compound. Upon removal of side forms the sides of the slabs exposes shall immediately be coated to provide a curing treatment equal to that provided for the surface. 3.14
CURB AND SIDEWALK CONSTRUCTION
A.
The concrete curbs and sidewalks shall be constructed on a prepared smooth subgrade of uniform density. Large boulders and other obstructions shall be removed to a minimum depth of 6 inches below the finished subgrade elevation and the space shall be backfilled with sanq, base course material or other suitable material that shall be thoroughly compacted by rolling or tamping. The Contractor shall furnish a template and shall thoroughly check the subgrade prior to depositing concrete.
B.
Concrete for curbs, and sidewalks shall be formed, mixed, placed and finished in conformance with the requirements of other Sections of Division 3, except as modified herein. Concrete shall be cured with a clear membrane-curing compound that shall be applied at a uniform rate of one gallon per 200 square feet in accordance with the requirements specified herein before under pavement construction. Sidewalks and curbs shall be given a light broom finish.
3.15
CURBS
A.
Curbs shall be constructed in uniform sections ten feet in length except where shorter sections are necessary for closures or arcs. The sections shall be separated by sheet metal templates set perpendicular to the face and tip of the curve and not less than 2 inches longer than the depth of the curb. The templates shall be held firmly during the placing of the concrete and shall be allowed to remain in place until the concrete has set sufficiently to hold its shape, but shall be removed while the forms are still in place.
B.
After the concrete has sufficiently set for a minimum of 12 hours, the Contractor shall remove the forms and backfill the spaces on each side. The earth shall be compacted in satisfactory manner with out damage to the concrete work. Minor d~fects shall be filled with a mortar composed of one part Portland cement and two parts fine aggregate.
END OF SECTION
321313-6
SECTION 321540 AGGREGATE BASE COURSE AND GRAVEL SURFACING PART 1 1.01
GENERAL DESCRIPTION
A.
1.02
The Contractor shall furnish and install all aggregate for drives, parking lots, and roads, including compaction, cleanup, grading, spreading, and removing excess aggregate, all in accordance with the requirements of the Contract Documents
REFERENCES
A.
MoDOT Standards: · 1.
1.03
SUBMITTALS
A. PART2 2.01
3.02
Aggregate tickets showing type of material and amount delivered. PRODUCTS
AGGREGATES
A.
Aggregate for Surfacing : Crushed Limestone, 1" - 3/8" aggregate size
B.
Aggregate for Base: MODOT Type 5 aggregate: EXECUTION
PART 3 3.01
Missouri Standard Specifications for Highway Construction, current edition.
SUBGRADE
A.
The subgrade shall be prepared as specified in Section 312000 "Earthwork" or as indicated on the Construction Plans, whichever is more stringent.
B.
The finished subgrade shall not be disturbed by traffic or other operations and shall be maintained by Contractor in a condition acceptable to the Engineer until aggregate is placed.
PLACEMENT AND COMPACTION A.
Placement and compaction shall conform to applicable requirements of the Standard Specifications for MoDOT.
B.
Weather Limitations: Aggregate shall be placed only when atmospheric temperature is above 35 degrees F. When the temperature falls below 35 degrees F the Contractor shall protect, by approved methods, all areas of completed grade against freezing.
END OF SECTION
321540-1
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CHAIN UNK
1.
GENERAL
This section contains the specifications for the installation of chain link fencing for the Treatment Plant Site and both Pump Station Sites. See details on plans for additional construction information. 2.
SUBMITTALS
Submit product data in the form of manufacturer's technical data, specifications, and installation instructions for fence, posts, fabric, gates, and accessories in accordance with Section 013000. 3.
MATERIALS
3.1 Steel Fabric Comply with Chain Link Fence Manufacturer's Institute (CLFMI) Product Manual. Furnish one-piece fabric widths. Wire size includes zinc or aluminum coating. Size: 2-inch mesh, 9-gage 3.2 Barbed Wire Barbed wire shall be aluminized steel wire made from three (3) strands of twisted 10# x12# SWG wire with 4-point 14 1/2 ga. aluminized steel barbs at 5 inches spacing. 3.3 Steel Framework Posts, square tubing, rails, braces and gate frames shall be SS40 coated inside and outside of pipe. Refer to details on the drawings for sizes and placement. 3.4 Fittings and Accessories A.
Material: Comply with ASTM F 626. Galvanized iron or steel, to suit manufacturer's standards.
B.
Zinc Coating: Unless specified otherwise, galvanize steel fence fittings and accessories in accordance with ASTM A 153.
C.
Tie Wires: 9-gage wire alloy 11 00-H 14 or equal.
D.
Post Brace Assembly: Manufacturer's standard diagonal brace rail at end and gateposts and at both sides of corner and pull posts. Install diagonal cross-bracing consisting of 3/8-inch diameter adjustablelength threaded truss rods on a turnbuckle.
E.
Use tension wire top and bottom.
F.
Post Caps: Provide watertight closure cap for each post.
G.
Latch: The latch for the double leaf gate shall be a Strong Arm Industrial Gate Latch, as manufactured by Hoover Fence Co., or equal.
3.5 Gates Fabricate perimeter frames of gates from metal and finish to match fence framework. Assemble gate frames by welding. Provide horizontal and vertical members to ensure proper gate operation and attachment of fabric, hardware, and accessories. Provide same fabric as for fence unless otherwise indicated. Install fabric with tension bars and bands at vertical edges and at top and bottom edges.
Install diagonal cross-bracing consisting of 3/8"-inch diameter adjustable-length threaded truss rods on ensure frame rigidity without sag or twist.
to
Provide same fabric as for fence unless otherwise indicated. Install fabric with tension bars and bands at vertical edges and at top and bottom edges. Install diagonal cross-bracing consisting of 3/8"-inch diameter adjustable-length threaded truss rods with · turnbuckle on gates to ensure frame rigidity without sag or twist. 4.
INSTALLATION
4.1 General Install fence in compliance with ASTM F 569. Do not begin installation and erection before final grading is completed, unless otherwise permitted. 4.2 Excavation Drill or hand-excavate (using post-hole digger) holes for posts to diameters and spacing indicated, in firm, undisturbed or compacted soil. 4.3 Setting Posts Center and align posts in holes. Space maximum 10ft. O.C. unless otherwise indicated. Protect portion of posts above ground from concrete splatter. Place concrete around posts and vibrate or tamp for consolidation. Check each post for vertical and top alignment, and hold in position during placement and finishing operations. Unless otherwise indicated, extend concrete footings 2 inches above graqe and trowel to crown to shed water. 4.4 Brace Assemblies Install braces so posts are plumb when diagonal rod is under proper tension. 4.5 Bottom Tension Wire Install tension wire within 6 inches of bottom of fabric before stretching fabric and tie to each post with not less than same gage and type of wire. Pull wire taut, without sags. Fasten fabric to tension wire with 9-gage hog rings of same material and finish as fabric wire, spaced maximum 24" O.C. 4.6 Fabric Leave approximately 2 inches between finish grade and bottom selvage unless otherwise indicated. Pull fabric taut and tie to posts, rails, and tension wires. Install fabric on security side of fence, and anchor to framework so that fabric remains in tension after pulling force is released. 4.7 Tension or Stretcher Bars Thread through or clamp to fabric 4 inches O.C., and secure to end, corner, pull, and gate posts with tension bands spaced not over 15 inches O.C. 4.8 Tie Wires Use U-shaped wire of proper length to secure fabric firmly to posts and rails with ends twisted at least 2 full turns. Bend ends of wire to minimize hazard to persons or clothing. Tie fabric to line posts 12 inches O.C. and to rails and braces 24 inches O.C. 4.9 Fasteners Install nuts for tension bands and hardware bolts on side of fence opposite fabric side. Spot weld all fasteners.
323113-2
4.10 Gates Install gates plumb, level, and secure for full opening without interference. Install ground~set items in concrete for anchorage. Adjust hardware for smooth operation and lubricate where necessary. 4.11 Height Fence shall be six feet (6') high from ground elevation to top bar of chain link fence. Barbed wire shall be constructed above this height.
END OF SECTION
323113-3
THIS PAGE INTENTIONALLY LEFT BLANK.
323113-4
FARM
PART 1 GENERAL 1.01
SECTION INCLUDES A.
Repair of existing fences.
B. Construction of new fences.
1.02
REFERENCES A. American Society for testing and Materials: ASTM A 153 - Zinc Coating (Hot Dip) on Iron and Steel Hardware. B. American Steel Wire Gauge (ASWG) C. Federal Specifications (FS) 1. 2. 3.
1.03
RR-F-183 Fence Posts, Gates and Accessories RR-F-191 Fencing, Wire and Post, Metal RR-F-221 Fencing, Wire (Barbed Wire, Woven Wire, and Wire Netting), Fence Posts and Accessories.
SUBMITTALS A.
Submit under provisions of Section 013000.
B. Submit shop drawings indicating wire sizes and spacing, posttype, sizes and spacing, gate type and size. PART 2 PRODUCTS 2.01
Existing Gates: Reuse existing gates if condition is as good as before Work began, unless otherwise noted on the construction plans. Replace unusable existing gates with new, like gate, unless otherwise noted on the construction plans.""
2.02
New Gates: Standard galvanized steel farm gate or chain link gate height and width per plans. Gate shall be capable of supporting its own dead weight plus a 300 lb. live load placed at the latch end, without deflection. Hinges shall be of a size and type suitable to support gate under the above described load. Hinges and other mounting hardware shall be galvanized or stainless steel.
2.03
Gate Support Posts and Corner Posts: Reinstall existing salvageable posts and supplement as necessary with new, like materials. New posts at treatment facility site shall be CCA treated (or appropriate alternative) 8-inch diameter wooden posts, minimum 8-feet long, or as noted on construction plans and details, whichever is more stringent.
2.04
Line posts: Standard 7' long painted steel "tee" posts. Color: Green, brown, black or gray. Line posts shall be 1.33 lb/ft weight.
2.05
Wire Fence: New woven wire fence shall be at least 5'-0" high consisting of woven wire with 14-gauge steel wires minimum. Wire spacing of woven wire shall be not less than 2 inches and not more than 6 inches. All wire shall be zinc coated, Class 1.
323126-1
2.06
Reuse existing fence if salvageable, unless noted otherwise in construction plans. Ke!Jiac;e unusable fence with new fence of like material, unless noted otherwise in construction plans.
2.07
Barbed Wire: Reuse existing barbed wire if salvageable, unless noted otherwise in construction plans and details. New barbed wire shall be 12% gauge with 14 gauge barbs. All wire shall be zinc-coated, Class 1.
2.08
Signs: Signs shall be constructed and installed as shown on the Drawings.
PART 3 EXECUTION 3.01
REPAIR OF EXISTING FENCES. A. Remove only as much fence as necessary to complete Work. Retain as much reusable fence as possible. Existing fence disturbed by construction activities shall be repaired to pre-disturbance conditions or better. B. Repair cut barbed wire fences with crimp type fence clips. C. Stretch barbed wire fencing tight before splicing. D. Construct temporary fence and gates at locations where long-term access is necessary.
3.02
CONSTRUCTION OF NEW FENCES AND GATES.
A. Do not begin installation and erection offence before final grading in complete, unless advised otherwise. B. Drill or hand-excavate holes for posts to diameters and spacing indicated, in firm, undisturbed or compacted soil. C. Place material indicated on plans around posts and tamp for consolidation. Check each post for vertical and top alignment, and hold in position during placem~nt and finishing operations. · D. Unless otherwise indicated, extend material around posts to 2 inches above grade. E. Bracing: Install bracing so that posts are plumb when under proper tension. F.
Steel line posts shall be driven in to the depth indicated on the post. Bending of posts to achieve plumb is not acceptable.
G. Stretch wire fencing taut before attaching to posts. Attach wire fence to outside of wooden posts with not less than 5 heavy staples per wood post and 5 wire ties per steel post. Leave no more than 2 inches between final grade and bottom of wire fence. H. Install gates with required hardware, chain and lock. Gates shall be plumb, level, and secure for full opening without interference. Adjust hardware for smooth operation and lubricate where necessary. I. 3.03
Install signs as typically shown on the Drawings, minimum one sign per side and one on gate.
MEASUREMENT AND PAYMENT
A.
See "Measurement and Payment" section.
END OF SECTION
323126-2
SECTION 329219 SEEDING PART 1
GENERAL SECTION INCLUDES
1.01
A.
Preparation of subsoil.
B.
Placing topsoil.
C.
Seeding, mulching and fertilizer.
D.
Hydroseeding.
E.
Maintenance.
1.02
A.
1.03
A.
1.04
DEFINITIONS Weeds: Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass, Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Nutgrass, Poison Oak, Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will, Bindweed, Bent Grass, Wild Garlic, and Perennial Sorrel, and other similar nuisance vegetation. QUALITY ASSURANCE Provide seed mixture in containers showing percentage of seed mix, year of production, net weight, date of packaging, and location of packaging. DELIVERY, STORAGE, AND HANDLING
A.
Deliver grass seed mixture in sealed containers. acceptable.
B.
Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of manufacturer.
1.05
A.
Seed in damaged packaging is not
MAINTENANCE SERVICE Maintain seeded areas immediately after placement until grass is well established and exhibits a vigorous growing condition.
329219-1
PART2 2.01
PRODUCTS SEED MIXTURE
A.
2.02
Seed Mixture Merion Blue Grass Creeping Red Fescue Grass Norlea Perennial Brome
Type 1-Yards 0% 80% 20% 0%
Type 11-0ther 25% 0% 25% 50%
SOIL MATERIALS
A. 2.03
Topsoil: Excavated from site and free of weeds. ACCESSORIES
A.
Mulching Material: Wheat or bromegrass straw free from weeds, foreign matter detrimental to plant life and dry.
B.
Fertilizer: 12-32-16 commercial type with 50 percent of the elements derived from organic sources.
C.
Water: Clean, fresh and free of substances or matter which could inhibit vigorous growth of grass.
D.
Erosion Fabric: As necessary to prevent erosion.
PART 3 3.01
EXECUTION EXAMINATION
A.
3.02
Verify that prepared soil base is ready to receive the work of this Section. PREPARATION OF SUBSOIL
A.
Prepare sub-soil to eliminate uneven areas and low spots. Maintain lines, levels, profiles and contours. Make changes in grade gradual. Blend slopes into level areas.
B.
Remove foreign materials, weeds and undesirable plants and their roots. contaminated sub-soil.
C.
Scarify subsoil to a depth of 6 inches where topsoil is to be placed. Repeat cultivation in areas where equipment, used for hauling and spreading topsoil, has compacted sub-soil.
3.03
Remove
PLACING TOPSOIL
A.
Spread topsoil to a minimum depth of 6 inches over area to be seeded. Rake until smooth.
B.
Place topsoil during dry weather and on dry unfrozen sub-grade.
C.
Remove vegetable matter and foreign non-organic material from topsoil while spreading.
329219-2
D. 3.04
Grade topsoil to eliminate. rough, low or soft areas, and to ensure positive FERTILIZING
A.
Apply fertilizer in accordance with manufacturer's instructions.
B.
Apply after smooth raking of topsoil and prior to roller compaction.
C.
Do not apply fertilizer at same time or with same machine as will be used to apply seed.
D.
Mix thoroughly into upper 2 inches of topsoil.
E.
Lightly water to aid the dissipation of fertilizer.
3.05
SEEDING
A.
Apply seed evenly in two intersecting directions using mechanical power drills or seeders. Apply Type I seed at a rate of 220 lbs per acre and Type II seed at a rate of 80 lbs per acre.
B.
Do not seed areas in excess of that which can be mulched on same day.
C.
Planting Season: August 15- October 15 and March 15- May 15.
D.
Do not sow immediately following rain, when ground is too dry, or during windy periods.
E.
Roll seeded area with culti-packer type roller at right angle to slopes.
3.06
MULCHING
A.
Immediately following seeding and compacting, apply mulch to a thickness of not less than t/8 inches (approximately 2 tons per acre) of clean brome or wheat straw. Maintain clear of shrubs and trees.
B.
The mulching material shall be punched into the soil so that it is partially covered. The punching operation shall be performed longitudinally with a mulching puncher. Care shall be exercised to obtain a reasonably even distribution of mulch partially incorporated into the soil. It may be necessary to use weights or hydraulic pressure to insure that the mulch is punched into the soil.
C.
On slopes too steep for disking, the mulching shall be "patted" with forks as it is placed on the slopes. Soil from the top of slope areas shall be placed by hand methods on the mulching material to reduce loss due to wind. Cloddy soil should be placed over the upper 1/3 of slopes and should average approximately one cubic foot of soil to each 25 square feet of area.
D.
When mulch is applied with a straw blower, it may be necessary to remove cutting knives to prevent cutting mulch too short.
E.
The Contractor shall arrange his work so that the mulch can be placed and punched immediately after each slope area is seeded. Mulching operations shall not lag behind seeding operations more than 24 hours during clear weather. When rain is threatening, the Contractor shall make every effort to mulch areas the same day as seeded. Mulch shall be replaced before seeds germinate when re-mulching wind or rain damaged areas.
F.
Apply water with a fine spray immediately after each area has been mulched.
329219-3
3.07
SEED PROTECTION
A.
Cover seeded slopes where grade is 4 inches per foot or greater, or where indicated on the plans, with erosion fabric. Roll fabric onto slopes without stretching or pulling.
B.
Lay fabric smoothly on surface, bury top end of each section in 6 inch deep excavated topsoil trench. Provide 12 inch overlap of adjacent rolls. Backfill trench and rake smooth, level with adjacent soil.
C.
Secure outside edges and overlaps at 36 inch intervals with stakes.
D.
Lightly dress slopes with topsoil to ensure close contact between fabric and soil.
E.
At sides of ditches, lay fabric laps in direction of water flow. Lap ends and edges minimum 6 inches.
3.08
HYDROSEEDING
A.
Hydroseeding may be used in lieu of the seeding method identified above, if approved by the Engineer.
B.
Water the area to be hydroseeded until the upper 2 inches of soil are wet. Let the top 1/4 inch of soil dry out, leaving some residual moisture in the soil below.
C.
Apply the hydroseed in the form of a slurry consisting of fiber mulch, seed, soil binder, soil conditioners, fertilizer, and water. When hydraulically sprayed on the soil surface, the mix shall form a blotter-like ground cover impregnated uniformly with seed and fertilizer and shall allow moisture to percolate to the underlying soil.
D.
After the hydroseed application, spread straw uniformly over the hydroseed area at the rate of 3 tons per acre or hydromulch.
E.
Hydromulching application shall be similar to hydroseeding as far as equipment and procedures.
F.
Hydromulch slurry mix shall be as follows:
3.09
1.
Fiber Mulch: 200 lbs/acre.
2.
Soil Binder: 50 lbs/acre.
MAINTENANCE
A.
Immediately re-seed areas which show bare spots.
B.
Re-grade or refill eroded areas immediately to prevent further damage. Re-seed as above.
C.
Maintain seeded areas until a viable stand of grass has been established.
D.
Grass shall be guaranteed for a one-year following the establishment of a viable stand of grass.
END OF SECTION
329219-4
MAIN
PART 1 1.01
GENERAL REQUIREMENTS
A.
The Contractor shall perform flushing and testing of all pipelines and appurtenant piping, complete, including conveyance of test water from the source to point of use and all disposal thereof, all in accordance with the requirements of the Contract Documents and local regulations.
B.
The Contractor shall provide all necessary water for testing, piping, connections between the pipeline and nearest available source of supply, test pumping equipment, temporary fittings and valves, water measuring equipment, sampling points, pressure gauges and other equipment, materials and facilities necessary for performing the specified test.
1.02
REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A.
ANSI/AWWA C 600, Pressure Testing
B.
AWWA C605, Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water
1.03 A.
1.04
SUBMITTALS A testing schedule, including proposed plans for water conveyance, control and disposal as required, shall be submitted in writing for approval a minimum of one week before testing is to start. PROJECT CONSIDERATIONS
A.
All new pipelines shall be hydrostatically pressure tested.
B.
The water used for testing shall be properly disposed of or discharged into the storm sewer.
PART2 2.01
PRODUCTS MATERIALS REQUIREMENTS
A.
PART 3
All test equipment, temporary valves or bulkheads, or other water control equipment and materials shall be determined and furnished by the Contractor subject to the Engineer's review. No materials shall be used which would be injurious to the construction or its future function. EXECUTION GENERAL
3.01 A.
Unless otherwise provided herein, water for testing pipelines will be furnished by the Contractor. The Contractor shall make all necessary provisions for conveying the water from the source to the points of use.
B.
All pressure pipelines shall be tested. All testing operations shall be performed in the presence of the Engineer. 330113-1
C.
3.02
Only pipelines that have been installed, anchored and/or blocked required for testing or as specified or shown on the Drawings, in strict accordance with the Contract Documents shall be hydrostatically tested. HYDROSTATIC TESTING OF PIPELINES
A.
Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate to remove all soil, backfill materials or construction debris. The Contractor shall test all pipelines either in sections or as a unit. No section of the pipeline shall be tested until all field-placed concrete or mortar has attained an age of 14 days. The test shall be made by closing valves when available, or by placing temporary bulkheads in the pipe and filling the line slowly with water. The Contractor shall be responsible for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe. Care shall be taken to see that all air vents are open during filling.
B.
The pipeline shall be filled at a rate which will not cause any surges or exceed the rate at which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled, it shall be allowed to stand under a slight pressure for at least 24 hours to allow the escape of air from any air pockets. During this period, bulkheads, valves, and connections shall be examined for leaks. If leaks are found, corrective measures satisfactory to the Engineer shall be taken.
C.
The hydrostatic test shall consist of holding the test pressure on the pipeline for a period of 4 hours. The test pressure shall be 150 psi. All joints shall be exposed during the test. All visible leaks shall be repaired in a manner acceptable to the Engineer.
D.
The allowable water loss shall conform to the requirements of AWWA C600 or AWWA C605, whichever is applicable. Table 1 shows the allowable leakage for typical test pressures and pipe diameters. Allowable leakage for lengths greater than or less than 1,000 feet can be calculated by multiplying the leakage indicated in the table by the length factor or by using the equation below. The length factor is the actual pipeline length divided by 1,000. For PVC or DIP pipe,
L
SDJP 148,000
where, L = allowable leakage, in gallons per hour
S =length of pipe tested, in feet D =nominal diameter of the pipe, in inches P = average test pressure during the leakage test, in pounds per square inch
E.
The above equation is based on a leakage rate of 10.5 gallons per day per mile per inch of nominal diameter pipe.
F.
In the case of pipelines that fail to pass the prescribed leakage test, the Contractor shall determine the cause of the leakage, shall take corrective measures necessary to repair the leaks, and shall again test the pipelines.
G.
All leaks shall be repaired by tightening of mechanical joints where possible or by removal of pipe or fittings where the pipe joint material is found to be defective or damaged during the installation. Repairs shall be made using new pipe, fittings and gaskets as necessary. Pipe closures made where the pipe is 330113-2
cut for repair of leaking joints shall be made by use of mechanical joint long sleeves with internal pipe spacers as required with no additional cost to the Owner. It is the intent of this specification that all joints and piping shall be watertight, and that all joints which are found either by observation or by test to leak shall be made watertight by removal and replacement of the defective pipe joint or gasket by the Contractor. External bell clamps are not an acceptable method of repair of faulty pipe joints. Any and all leaks in buried lines, which shall appear within the correction period after the. date of substantial completion of the entire project, shall be located and repaired by and at no additional cost to the Owner. Tests shall then be repeated until all defects have been repaired to the satisfaction of the Engineer. After approval of all replacement and repair, the pressure shall again be set and maintained for a ~period of four hours, during which time the joints shall be visually inspected for leakage. The previous steps shall be repeated until the pipeline section has successfully passed the leakage test requirements. H.
Any and all leaks in buried lines, as evidenced by undue saturation of the soil at any point on the line, which shall appear within the warranty period after the date of substantial completion of the entire project, shall be located and repaired by and at the expense of the Contractor.
I.
After testing is complete, the Contractor is to remove the temporary corporation stops and replace them with brass pipe plugs.
3.03
CONNECTIONS TO EXISTING SYSTEM
A.
Where connections are to be made to an existing potable water system, the interior surfaces of all pipe and fittings used in making the connections shall be swabbed or sprayed with a 500 mg/1 chlorine solution before they are installed. Thorough flushing shall be started as soon as the connection is completed and shall be continued until discolored water is eliminated.
TABLE1 AI I nWARI I= I I=AK A~l=, PER 1000 FT
'
r
r
Nominal Pipe Diameter- in.
. AverqJS Test Pressure '
i
psi
50 75 100 125 150 175 200 225 250 275 300 350 400 450
(305M) OFPIPEL.INI?- GPH
3
4
6
8
10
12
14
16
18
20
24
30
36
42
48
54
0.14 0.18 0.2 0.23 0.25 0.27 0.29 0.3 0.32 0.34 0.35 0.38 0.41 0.43
0.19 0.23 0.27 0.3 0.33 0.36 0.38 0.41 0.43 0.45 0.47 0.51 0.54 0.57
0.29 0.35 0.41 0.45 0.50 0.54 0.57 0.61 0.64 0.67 0.70 0.76 0.81 0.86
0.38 0.47 0.54 0.60 0.66 0.72 0.76 0.81 0.85 0.90 0.94 1.01 1.08 1.15
0.48 0.59 0.68 0.76 0.83 0.89 0.96 1.01 1.07 1.12 1.17 1.26 1.35 1.43
0.57 0.70 0.81 0.91 0.99 1.07 1.15 1.22 1.28 1.34 1.40 1.52 1.62 1.72
0.67 0.82 0.95 1.06 1.16 1.25 1.34 1.42 1.50 1.57 1.64 1.77 1.89 2.01
0.76 0.94 1.08 1.21 1.32 1.43 1.53 1.62 1.71 1.79 1.87 2.02 2.16 2.29
0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.02 2.11 2.28 2.43 2.58
0.96 1.17 1.35 1.51 1.66 1.79 1.91 2.03 2.14 2.24 2.34 2.53 2.70 2.87
1.15 1.40 1.62 1.81 1.99 2.15 2.29 2.43 2.56 2.69 2.81 3.03 3.24 3.44·
1.43 1.76 2.03 2.27 2.48 2.68 2.87 3.04 3.21 3.36 3.51 3.79 4.05 4.30
1.72 2.11 2.43 2.72 2.98 3.22 3.44 3.65 3.85 4.03 4.21 4.55 4.86 5.16
2.01 2.46 2.84 3.17 3.48 3.75 4.01 4.26 4.49 4.71 4.92 5.31 5.68 6.02
2.29 2.81 3.24 3.63 3.97 4.29 4.59 4.86 5.13 5.38 5.62 6.07 6.49 6.88
2.58 3.16 3.65 4.08 4.47 4.83 5.16 5.47 5.77 6.05 6.32 6.83 7.30 7.74 j
END OF SECTION
330113-3
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SECTION 331100 WATER DISTRIBUTION PIPING 1. GENERAL 1.1 SCOPE The work included in these specifications consists of the construction of a new water system. The work consists of the complete and satisfactory construction, testing and sterilization of the system, ready for use as shown and specified. Construction plans indicate all work that is to be performed. The work includes the furnishing of all materials, tools, and equipment to install new water pipe, fittings, valves, hydrants, meters and all incidental and miscellaneous work necessary to complete the project. 2. TRENCH EXCAVATION & BACKFILL 2.1 SITE PREPARATION This work shall include: 1.
Stripping vegetation along the proposed alignment and other excavation sites including stumps, debris and roots.
2.
Removal of pavement, road surfacing, junk and structures, as required for construction purposes.
3.
Protection of adjacent property trees and structures.
4.
Protection of existing pipelines, drains, conduits, sewers, poles and overhead utilities.
5.
Disposal of all materials removed.
2.2 SEPARATION OF WATER MAINS, SANITARY SEWERS AND STORM SEWERS A. General The following factors should be considered in providing adequate separation prior to trench excavation: 1.
Materials and type of joints for water and sewer pipes.
2.
Soil conditions.
3.
Service and branch connections into the water main and sewer line.
4.
Compensating variations in the horizontal and vertical separations.
5.
Space for repair and alterations of water and sewer pipes.
6.
Off-setting of pipes around manholes.
B. Parallel Installation Water mains shall be laid at least 10 feet horizontally from any existing or proposed sewer. The distance shall be measured edge to edge. In cases where it is not practical to maintain a ten-foot separation, the Owner may allow deviation on a case-by-case basis, if supported by data from the design AlE. Such deviation may allow installation of the water main closer to a sewer, provided that the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the sewer and on either case, at such an elevation that the bottom of the water main is at least 18 inches above the top of the sewer. In areas where the recommended separations cannot be obtained, either the waterline or the sewer line shall be constructed of mechanical joint pipe or cased in a continuous casing.
331100-1
C. Crossings Water mains crossing sewers shall be laid to provide a minimum vertical clear distance of 18 inches between the outside of the water main and the outside of the sewer. This shall be the case where the water main is either above or below the sewer. At crossings, the full length of water pipe shall be located so both joints will be as far from the sewer as possible. Special structural support for the water and sewer pipes may be required. In areas where the recommended separations cannot be obtained, either the waterline or the sewer line shall be constructed of mechanical joint pipe or cased in a continuous casing no less than ten feet on both sides of the crossing. D. Exception The Department of Natural Resources must specifically approve any variance from the requirements of this Section, Subsections Band C, above, when it is impossible to obtain the specified separation distances. E. Force Mains There shall be at least a ten-foot horizontal separation between water mains and sanitary sewer force mains, and they shall be placed in separate trenches. There shall be an 18-inch vertical separation at crossings as required in this Section, Subsection C. In areas where these separations cannot be obtained, either the waterline or the sewer line shall be encased in a continuous joint-less pipe. F. Sewer Manholes No waterline shall be located closer than 10 feet to any part of a sewer manhole. G. Disposal Facilities No waterline shall be located closer than 25 feet to any on-site wastewater disposal facility, agricultural waste disposal facility, or landfill. 2.3 PIPE TRENCH EXCAVATION A. Excavation Method The contractor shall use a trencher type excavation machine to dig the trench. A backhoe or excavator may be used only at points where a trencher is impractical. In yards with sod or turf type surfaces, the operator shall take special care and remove excavated materials without removing additional turf beyond the trench.
B. General Alignment The water lines are shown on the drawings, and in general, located on air photos, tax maps or plans which have a readable scale. It is obvious that at this scale the width of the pencil or pen line depicting the water pipe can have a magnitude of 10' or more. While such scale distortion exists, the intent is to locate the line in the general area where the plan line is located and at the most desirable point to facilitate long-term Owner maintenance. C. Utilities The Contractor shall comply with Sec. 319.015-319.050 RS MO and shall proceed with caution in the excavation and preparation of the trench so that the exact location of underground structures, both known and unknown, may be determined, and he shall be held responsible for the repair of such structures when broken or otherwise damaged because of carelessness on his part. The actual location of existing utilities is the sole responsibility of the Contractor. Those shown on the plans are given to call particular attention to areas of special concern. Contractor shall contact one call (1-800-DIG-RITE), as well as individual utilities as necessary to insure all utilities are located in the field prior to construction. D. Depth of Pipe Minimum depth of cover over pipe shall be forty-two inches (42") as measured from the proposed ground level to the nearest surface of the pipe. Greater depths will be required to make smooth transitions at points of abrupt changes in the ground surface. Extra depths may be required under highways, railroads, and streams. These extra depth conditions will conform to the requirements as shown on the drawings, and as required by other agencies involved. 331100-2
E. Trench Width The width of the trench shall be ample to permit the pipe to be laid and jointed properly, and the backfill to be placed and compacted as specified. Trenches shall be of such extra width, when required, as will permit the convenient placing of timber supports, sheeting and bracing and handling of specials. Minimum trench width shall be 15 inches in earth and 24 inches in rock. In addition the trench width shall be at least 4" wider than the maximum dimension of any part of a pipe, a fitting, etc. F. Removal of Pavement The Contractor shall remove pavement and road surfaces as a part of the trench excavation, and the amount removed shall depend upon the width of trench specified for the installation of the pipe and the width and length of the pavement area required to be removed for the installation of valves, specials, manholes, or other structures. The width of pavement removed along the normal trench for the installation of the pipe shall not exceed the width of the trench specified by more than 6" on each side of the trench. The width and lengths of the area of pavement removed for the installation of appurtenances shall be equivalent to those for the associated pipeline or 6" wider than the appurtenance (whichever is greater). Wherever, in the opinion of the AlE, existing conditions make it necessary or advisable to remove additional pavement, the Contractor shall remove it as directed by the AlE and shall receive extra compensation therefore, provided such additional work is not shown in the drawings or specified. The Contractor shall use such methods, such as drilling, chipping, or sawing as will assure the breaking of the pavement along straight lines. The face of the remaining pavement shall be approximately vertical. G. Shoring Open cut trenches shall be sheeted and braced as required by any governing federal or state law, municipal ordinances, and as may be necessary to protect life, property, or the work. Where sheeting and bracing are used, the trench width shall be increased accordingly. Trenches shall be kept free from water and pipe shall not be laid in water or on soggy material. Temporary support, adequate protection, and maintenance of all underground and surface structures, drains, sewers, and other obstructions encountered in the progress of the work shall be furnished by the Contractor at his expense and under the direction of his Engineer. Any structures that have been disturbed shall be restored upon completion of the work. ' H. Protection of Property All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire and police call boxes, or other utility controls shall be left unobstructed and accessible until the work is completed. Gutters shall be kept clear or other satisfactory provisions made for street drainage, and natural watercourses shall not be obstructed. Trees, shrubbery, fences, poles, and all other property and surface structures shall be protected unless their removal is shown on the drawings or authorized by the A/E. When it is necessary to cut roots and tree branches, such cutting shall be done under the supervision and direction of the A/E.
I. Barricades, Guards, & Safety Provisions To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, red lanterns, and guards, as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment, and pipe that may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. Safety rules and regulations of local authorities shall be observed.
J. Maintenance of Traffic & Closing of Streets The Contractor shall carry on the work in a manner that will cause the least interruption in traffic and may close to through travel not more than two consecutive blocks, including the cross street
331100-3
intersected. The Contractor shall provide suitable bridging over the trench where traffic must cross open trenches. The Contractor shall post suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. All signage will meet the Manual of Uniform Traffic Control Devices (MUTCD). Adequate signage will be required in the Work Zone. 2.4 BEDDING A. General The bedding material shall be placed in the bottom of the trench prior to placement of the pipe. The bedding below the pipe shall provide continuous and uniform bearing for the pipe except at the bell or joints at which a hole shall be dug to prevent the end from bearing. From the bottom of the trench to a depth of one foot above the top of the pipe, the trench bedding shall be placed around the pipe by shovel slicing or other means so that voids are eliminated. Bedding material around the pipe shall be thoroughly tamped to provide uniform and continuous bearing. The material shall be consolidated to 90% Standard Proctor. The Contractor shall use special care in placing bedding material to avoid damage or movement of the pipe. B. Poor Soil Where the bottom of the trench at subgrade is found to be unstable or to include ashes, cinders, refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that will not provide adequate long term support, the Contractor shall excavate any such unsuitable material. Replaced material in the overdig area shall be thoroughly compacted with acceptable earth excavation ' or granular material, as approved by the A/E. C. Rock Rock 1 inch or larger shall be not be used in the bedding. 2.5 BACKFILLING A. General Backfill material shall be placed above the pipe bedding to the top of the trench with excavated material. The backfill shall be neatly rounded over the trench to a sufficient height to allow for settlement to grade after consolidation so as to make the earth surface conform as nearly as possible to the original condition. Backfilling material shall be deposited in th'e trench for its full width on each side of the pipe, fittings, and appurtenances simultaneously. Backfilling by machine methods will be allowed, if overseen by laborers to watch for rock, improper backfill material, and damage to pipe. The replacement of backfill material into the trench shall be accomplished by running equipment parallel to the trench. The process of running equipment perpendicular to the trench to push backfill into the trench is prohibited. Laborers following behind the backfill operation shall be using a shovel to remove remaining small amounts of earth from turf so that the work areas (not the trench area) will be restored to their original condition the day the excavation occurs. The Contractor may backfill with excavated material where backfill material is not indicated on the drawings or specified. If excavated material is unsuitable for backfill as determined by the AlE, the Contractor shall provide approved material to backfill the trench. If the excavated material consists of sand or loam or clay which has been excavated in a manner to eliminate lumps or clods (e.g. excavation by a trenching machine), the trench may be backfilled by means of a road grader or similar device, which will gently roll the material into the trench by multiple passes parallel to the trench. Where additional trench settlement occurs, refilling shall be required to bring the surface to conform to the adjacent ground.
331100-4
B. Backfill under Permanent Pavement Where the excavation is made through permanent pavements, curbs, driveways, or sidewalks, or where such pavements are undercut, the entire trench shall be backfilled to the subgrade of the pavement with sand or granular backfill material. Backfill shall be compacted to 90% of the maximum Standard Proctor for the material. Backfill in trench shall not exceed 8 inches lifts. C. Backfill under Private Gravel Drives Walks and driveways consisting of broken stone, gravel, slag, or cinders shall be backfilled and compacted with suitable excavated material. If excavated material is not suitable or as directed by the AlE, the trench shall be backfilled and compacted with 1" surface rock. The top 12" of backfill shall match the existing aggregate. D. Backfilling around Structures Compacted backfill will be required around valve boxes, fire hydrants and other items, which project to ground, surface to insure continuity of proper alignment. E. Backfilling in Freezing Weather Backfilling will not be allowed in freezing weather except as approved by the A/E. No fill shall be made where the material already in the trench is frozen, and in no instances shall frozen material be used in the backfill. 3. PIPE, JOINTS AND FITTINGS 3.1 GENERAL
A
Each pipe shall be clearly marked indicating thickness class, net weight of pipe without lining, and name of manufacturer. The Certificate of Conformance shall in effect state the material is PVC 1120 and meets the requirements of ASTM D2241 or latest revision thereof. Also included shall be approximate quantities and sizes to be supplied on the job and a reference to the name of the job in question. Included shall be an explanation of pipe marking code. Lack of "Marking and Declaration of Compliance" shall automatically cause rejection of pipe. The statement shall be sent direct from the manufacturer on their letterhead stationary to the following: 1 copy-Owner involved, 1 copy-State Highway Dept., if pipe is being laid on their right- . of-way, and 1 copy-A/E. Specifically unacceptable will be reproduced copies delivered by the Contractor.
B. The same type of joint shall be used throughout the project for a particular type of pipe, unless otherwise specified. C. Pipe shall be installed according to the manufacturer's recommendations and these specifications. D. Provide data sheets for each type of pipe, fittings, and appurtenances. 3.2 REFERENCES Gray Iron Castings for Valves, Flanges and Pipe Fittings Rigid Poly Vinyl Chloride (PVC) Compounds Solvent Cements for Poly Vinyl Chloride (PVC) Plastic Pipe and Fittings Ductile Iron and Gray-Iron fittings Elastomeric Seals (gaskets) for Joining Plastic Pipe Polyvinyl Chloride (PVC) Pressure Pipe Practice for Making Solvent-Cemented Joints with PolyVinyl Chloride (PVC) Pipe and Fittings
331100-5
ANSI/ASTM A126 ANSI/ASTM D1784 ANSI/ASTM D2564 ANSI/AWWA C11 0 ASTM F477 ANSI/AWWA C900 ASTM D2855
3.3 PIPE
A. Ductile Iron ANSI/AWWA C150/A21.50; C151/A21.51; C115/A21.15 Class 50, except as otherwise specified. To be cement lined and sealed meeting ANSI/AWWA C104/A21.4. B. PVC Pipe ASTM 2241
IPS pressure rated pipe PR 160 SDR-26, unless otherwise specified.
AWWA C900
DR-25, unless otherwise specified.
AWWAC905
DR-25 with dimensions for PVC pipe with cast iron O.D., unless otherwise specified.
Schedule 40 & 80
ASTM D 1785 NSF Standard 14 and CSA Standard 8137.3
C. PVC Restrained Joint Pipe Pipe
Restrained joint pipe will confirm to standards of ordinary PVC pipe ASTM 02241, C900RJ, or C905RJ.
Integral Bell or Coupling
Machining matching grooves in the pipe and coupling or bell with a nylon spline inserted into the groove. Couplings may be used, only as approved by the AlE.
D. Polyethylene Service Pipe Pipe
ASTM 02239 and PE 3408; SIDR 7; pressure rated 200 psi. Poly service line may be used on house-side of meter only. Single check valve (long-type) shall be used on house-side of. meter.
Pressure Rating
200 psi at 73.4°F, and capable of maintaining pressures of 112 psi at 194°F for 3000 hours
Service Line Size
3/4" size short side connection to meter 1" size under roadways to meter 2" size under roadways to double meters
E. Copper Pipe Pipe
ASTM Specifications 888 "Type K". No joint to be placed under pavement.
Service Line Size
3/4" size short side connection to meter 1" size under roadways to meter 2" size under roadways to double meters
Coupling Copper to Copper PE to Copper PVC to Copper
Ford pack joint Ford pack joint with stainless steel insert Schedule 80 PVC Nipple 12 inches long inserted into the pack joint and the other end is coupled with a standard PVC rubber ring coupling.
331100-6
F. Brass
3.4 PIPE JOINTS A. General The coupling-joint system shall have been tested and approved by the National Sanitation Foundation and certification of said approval shall be submitted. Pipe ends shall be clean and smooth. Pipe lengths shall be such that a space is left between pipe ends of not less than ~ inch or more than 1 inch. Pipe shall have a ring painted around the spigot end in such a manner as to allow field checking of setting depth of pipe in socket. If manufacturer's design is such that excessive homing of pipe is detrimental, then two rings shall be required to meet tolerances. Contractor shall back pipe up to maintain position required. The manufacturer shall furnish drawings of the joint and gasket. The dimensions of the bell, socket, and plain end shall be in accordance with the manufacturer's standard design dimensions and tolerances. Such dimensions shall be gauged at sufficiently frequent intervals to assure dimensional control and satisfactory joint assembly. No contaminated material or any material capable of supporting prolific growth of microorganisms shall be used for sealing joints. Packing material shall be handled in such a manner as to avoid contamination. Packing materials must conform to AWWA Standards. B. PVC Pipe Joints Push-on Joint
ASTM Spec 03139. Bell end shall have tapered socket to create an interference type fit, as defined in ASTM 02672
Gasket
Elastomeric Seals meeting ASTM F-4 77
C. Ductile Iron Pipe Joints Mechanical Joint
ANSI/AWWA C111/A21.11 Mechanical joint ductile iron fittings shall be used for all pipe sizes greater than 2-inch. Oversize (transition) gasket for use in ductile iron fittings will be acceptable
Push-on Joint
ANSI/AWWA C111/A21.11, except gaskets shall be neoprene or other synthetic rubber. Natural rubber will not be acceptable.
Restrained Joint
Pipe with restrained push-on joint shall be capable of being deflected to 4° after assembly for pipes 12" in diameter and smaller. US Pipe TR Flex, Griffin Snap-Lok or approved equal. For mechanical restraints use Megalug.
Flange
ANSI/AWWA C110/A21.10, C115/A21.15, ANSI B16.1, B16.5
Steel Flange U.S. Pipe "Flange-Type"
ASTM C207 ASTM C207
Bolt
ASTM A307 chamfered or rounded ends projecting inch beyond outer face of nut.
331100-7
~to
%
Nut
ASTM A307 pattern
Gasket
ANSI/AWWA C111/A 21.11 and ASTM 01330, Grade I, red rubber, ring type, 1/8 inch thick; or U.S. Pipe "Fiange-Tyte" 1/8 inch thick.
Packing Material
Yarning or packing material shall consist of molded or tubular rubber rings. Materials such as jute or hemp shall not be used.
hov·-::>nr'n"" 1
ANSI 81
heavy
semi~finished
3.5 FITTINGS A. Ductile Iron Fittings General
ANSI/AWWA C110/A21.10, and to be compact type meeting ANSI/AWWA C153/A 21.53 350 psi rated Cement lined and sealed meeting ANSI/AWWA C1 04/A21.4 Bituminous coating for outside pipe per manufacturer's standard.
Sleeves/Adapters Dl to Dl
Mechanical joint solid sleeve
Dl to Steel or galvanized
Mechanical. joint solid sleeve with sleeve size changed to accommodate pipe OD.
Dl to IPS
Mechanical joint solid sleeve with PVC transition gasket.
IPS to Steel
M .J. solid sleeve
ACto IPS
Hymax 2000 as manufactured by Total Pipe Solutions, Inc.
Anchor Coupling (Swivel Gland)
Fast Fabricators, Inc., or equal. Used with tees and solid adapters. ·
Tapped Fitting
Threaded, tapered. Used on tees and plugs.
B. Brass Fittings General
Ford Brass Fittings meeting ASTM B-62
Polyethylene To Brass
Ford Fitting - stab type compression fitting with Reverse Taper
C. Plastic Fittings PR 200 (< 4" size)
ASTM D 3139 NSF approved and marked, and used only with Owner approval.
Schedule 40 & 80 Solvent Weld Threaded End Gasket Bell
ASTM ASTM ASTM ASTM
01784 02467 02464 03139
331100-8
D. Tapping Saddle To Ductile Iron
Ductile iron with stainless steel wrap~around and rubber 250 psi pressure rating sealing
To Ductile Iron Pipe with Corp Stop
Ford Ductile Iron Saddle F202
To PVC Pipe
Ford Brass Saddle S71 for all sizes
E. Tapping Sleeve Material
Type 304 Stainless Steel
MJ outlet
One-piece casting having a plain end and a mechanical joint gland TIG and MIG welded a full 360 degrees; Type 304 Stainless Steel Flange.
Gasket
Mechanical Joint Outlet Gasket, Branch Sealing Gasket, and Complete Circle Gasket attached to the sleeve at the factory.
Drop-In Bolt
Square Neck Track-Head bolts with a minimum of two (2) longer starter bolts Minimum quantity of drop-in bolts and mechanical joint outlet bolts per outlet diameter shown below. Outlet Diameter (inch)
Drop-In Bolts (Quantity)
2 3 4 6 8
8 8
10- 12 14 16
10 10 16 20 36
MJ Outlet Bolts (Quantity) 2
4 4 6 6 8 12
F. Polyethylene Wrap Material
8-mil thick Class C (Black) conform to ANSI/AWWA C105
Adhesive Tape
2 inches wide and plastic backed, capable of bonding securely to metal surfaces and/or polyethylene material.
4. VALVES, STRUCTURES and APPURTENANCES 4.1 VALVES Gate Valve
Encapsulated Wedge non-rising stem; triple "0" Ring Seal and conforming to AWWA Specification C515.
Joint
Mechanical joint with 200 psi design working pressure and have resilient seats
Operator
2" square operating nut opening counter clockwise.
Coatings
Protective epoxy interior coating according to AWWA C550
331100-9
Setting
Butterfly Valve
Set on concrete alignment
Valve shall be set vertical and in true
Rubber-Seated Butterfly Valves M & H style 450 & 4500 conforming to AWWA C504, or equal
Joint
MJ end
Operator
Horizontal hex shaft, underground operator with 2" nut; closure turns similar to like size gate valve
Coatings
Protective epoxy interior coating according to AWWA C550
Ball Valve
Ford B-87, Ford B11 and Ford B-81 with C87 pack joint, or equal.
Body
There shall be top and port 0 ring seals, and top anti-friction washer and bottom low friction plastic bearing insert with screwed ends
Operator
Tee head with removable plug for in-line repair.
Optional Body
Bronze body with Tee head, double 0 ring stem seals, molded Bura N rubber port seals and ball seats, full round opening ball with screwed ends.
Corporation Stop
Ford F11 00 meeting AWWA Specification C800-55. Corporation stops for service lines shall be size 3/4" x 3/4", unless otherwise specified.
4.2 VALVE BOXES Riser Pipe
6" PR 160 PVC in turf areas, 6" cast iron in pavements
Cover
Clay and Bailey No. 2194 cover and ring
The valve box riser shall be set plumb and left approximately 2' above ground, where practical. The bottom of the riser shall be cut out to form around the valve and seat on the adjacent pipe. Locator wire shall be installed along the outside of the riser pipe, routed into the riser pipe at the top with slack to extend 24" above top of valve box. 4.3 FIRE HYDRANT Fire hydrants shall be 5-1/4" AFC (American Flow Control), Mueller, or Warterous or equal and meet the following requirements: A. Nozzle threads shall meet National American Standard Fire Hose Specs with caps and no chains. B. Fire hydrants shall be factory applied red paint. C. Operating threads shall be sealed and lubricated. The 1%" pentagonal operating nut shall open counterclockwise. D. Hydrants shall be set for a 48" burial depth, vertical and on true alignment. All hydrants shall rest on a stone or concrete bearing pad of at least 300 square inches surface area and 4" minimum thickness. The concrete thrust block shall not interfere with the drain opening. Seven cubic feet of large aggregate shall be placed around the hydrant base.
331100-10
4.4 FLUSH HYDRANT Hydrant shall be Kupferle Mainguard No. 77 or approved equal, painted red. Flush hydrants shall have: Compression shut off valve; 2" mechanical joint inlet; One 2%" hose nozzle with National American Standard threads; 4' bury or equal to adjacent pipe; the slotted corporation style operating nut shall open counterclockwise. 4.5 CLEANOUT Cleanouts shall be constructed as shown in the details. All cleanouts shall be connected to a gate or ball valve; have proper thrust blocking, be self-draining with weep hole and rock; the riser shall be set plumb and left approximately 2' above ground, where practical.
A Cleanout Cleanout shall be constructed of Schedule 80 pipe as shown in the construction details. The cleanout may require a brass saddle, fitting or adapter at the connection to the main water line. B. Temporary Cleanout A temporary cleanout shall be constructed of the material and size of the new water line for purposes of pigging the line. Once completed the cleanout piping will be removed. 4.6 SERVICE METER PIT Dimensions
18" inside diameter, 30" pit depth
Lid
Ford 2380-01-1012
Ring
Ford 2210-01-6050
Meter
Sensus 1-Purl
5. INSTALLATION 5.1 PIPES, FITTINGS, AND STRUCTURES Pipe shall be of sizes indicated on the drawings and laid to the lines indicated thereon, in accordance · with these specifications ' Pipe interiors shall be thoroughly cleaned of all foreign matter before lowering into trench. All pipe, fittings, valves, hydrants, and accessories shall be carefully lowered into the trench with suitable equipment in a manner that will prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench. All ductile iron materials shall be wrapped in a polyethylene encasement.
A Pipe Placement Each section of pipe shall rest upon the pipe bedding for its full length with recesses excavated at joints. Bell holes for pipe 8 inches and larger shall be excavated by hand. Any length that has had its line, grade or joint disturbed after laying shall be taken up and relayed. Under no circumstances shall pipe be laid in water nor when trenches or weather conditions are unsuitable for such work, unless otherwise directed by the A/E. Any section of pipe already laid but found damaged or defective shall be replaced with new pipe at no additional expense to the Owner. Any pipe that has floated shall be re-laid, or as directed by the Inspector. Pipe shall be cut square by the aid of miter box, when field cutting pipe. The cut end which will be inserted into a socket shall be beveled with a milled curved-tooth flat file or other approved device. A factory pipe end shall be used as a guide to determine the bevel. Mark a stop guide on the pipe by use of a pencil or crayon to provide visual observation for proper insertion depth.
331100-11
A rubber gasket shall be placed in the annular recess of the pipe or fitting socket with a lubricant that is water-soluble, non-toxic, non-objectionable in taste and odor, non-supportive of bacteria growth, and have no deterioration effect on the PVC or rubber gaskets. Lubricant containers shall be labeled with the trade name or trademark of lubricant manufacturer or pipe manufacturer. The lubricant shall be suitable for use in potable water. It shall be delivered to the job in enclosed containers and shall be kept clean. The plain end adjoining pipe shall be thrust into the pipe socket, compressing the gasket uniformly around the pipe to form a positive seal. The gasket and the annular recess shall be so designed and shaped that the gasket is locked in place against displacement as the joint is assembled. Details of the joint design and assembly shall be in accordance with the joint manufacturer's standard practice. Pipe may be furnished with a socket as an integral part of each piece of pipe or a coupling type socket with rubber gasket on each side may be provided. Ends of pipe intended to be inserted into a socket shall be factory beveled. Pipe shall be kept clean after placement in the trench. Precautions shall be taken to protect pipe interiors, fittings,· and valves against contamination. Pipe delivered for construction shall be strung so as to minimize entrance of foreign material. When pipe laying is not in progress, as, for example, at the close of the day's work, all openings in the pipeline shall be closed by water tight-plugs. Joints of all pipe in the trench shall be completed before work is stopped. Enough backfill shall be placed over the pipe to prevent flotation. If water accumulates in the trench, the plugs shall remain in place until the trench is dry. Dirt entering the pipe that will not be removed by the flushing operation, as deemed by the A/E, shall be cleaned and swabbed with a 5 per cent hypochlorite disinfection solution, as necessary. B. Pipe Joint Deflections Maximum angular joint deflection is shown in the table. Fittings are required if the pipe deflection is exceeded. Maximum Allowable Bending Radius and Joint Deflection for PVC Pipe Pipe Offset per 20 ft Minimum Section of Pipe Pipe Type Size Laying Radius (in) (Inch) (foot) 2 50 47 3· 75 32 4 95 25 6 ASTM 140 17 2241 180 13 8 10 225 11 12 270 9 16 7 355 4 125 19 180 13 6 8 235 10 AWWA C900/C905 10 290 8 12 345 7. 16 452 5 The following table shall be used in determining the minimum radii for restrained joint pipe used in open cut and directional boring installations.
331100-12
Maximum Allowable Bending Radius and Joint t' for PVC Rest ra1ne . d p·1pe Defl ec1on Minimum Pipe %Change in Pipe Type Laying Radius Size Pitch per 10' (foot) 2 75 7.6 3 100 5.7 4 125 4.6 6 200 2.9 8 250 All PVC 2.3 and Fusible 10 300 1.9 PVC 12 375 1.5 16 500 1.1 18 550 1.0 20 625 0.9 24 650 0.88 The minimum bending radii for HOPE pipe is based on the dimension ratio (DR) as follows: Minimum Bend Ratio for HOPE p·1pe Dimension Ratio Bend Ratio (a) (DR) 9 20 11 25 13.5 25 17 27 21 27 26 34 Minimum Radius = a times Pipe 00 ifl feet 5.2 POLYETHYLENE WRAP (POLYWRAP) Ductile iron pipe, fittings, valves, valve boxes and appurtenances shall be encased in 8-mil thick polyethylene according to ANSI/AWWA C1 05/A21.5. Although the polyethylene encasement should prevent contact between the pipe and surrounding backfill and bedding material, it is not intended to be completely airtight or watertight. All lumps of clay, mud, cinders, or other materials that might be on the pipe surface should be removed prior to installation of the polyethylene encasement. Care should be taken to prevent soil or bedding material from becoming trapped between the pipe and the polyethylene. The polyethylene film should be fitted to the contour of the pipe to affect a snug, but not tight, encasement with minimum space between the polyethylene and the pipe. Sufficient slack should be provided in contouring to 'prevent stretching the polyethylene when bridging irregular surfaces, such as bell-spigot interfaces, bolted joints, or fittings, and to prevent damage to the polyethylene during backfilling operations. Overlaps and ends should be secured with polyethylene-compatible adhesive tape, tape at least every 4 feet. For installation below the water table, both ends of the polyethylene tube shall be sealed as thoroughly as possible by wrapping circumferentially with adhesive tape or strapping at each joint overlap.
331100-13
5.3 LOCATOR WIRE Wire
Kris-T ech Wire PE-45 #12, or approved equal solid blue wire.
Splices/Connections
Kris-Tech Splice Kit 3M-DBR-Part Number
054007-09964.
Locator wire shall be in at least 1,500-foot rolls and installed in such a manner to keep splices to a minimum. Rolls of 500 feet are only acceptable on jobs of less than 500 feet in length. Locator wire shall be taped to the top of all pipe installed including service lines. Locator wire at valve boxes shall be taped to the outside of the riser pipe; a hole or slot cut into the riser pipe to bring the wire into the pipe; and, enough wire spooled in the valve box to extend 24" outside the valve box. Splices shall ONLY be made in valve boxes or locator wire slicing boxes. Locator wire installation and signal loss shall be included under the 1-year pipe and workmanship warranty. 5.4 TAPPING SLEEVES The branch opening shall be larger in diameter than nominal to allow the use of a full-size cutter. All welding shall be passivated to return the welded stainless steel to its original corrosion resistant state. There shall be no paper or plastic adhesive labels attached to the tapping sleeve, any information appearing on the sleeve shall be stenciled. The tapping sleeve shall be factory hydrostatically tested on pipe to verify proper fit and weld integrity with zero leakage allowed. The tapping sleeve shall be air tested to 50 psi prior to making the tap. 5.5 TAPPING SADDLES If tapping saddles are installed on pipe containing polywrap, first place 3 wraps of polyethylene adhesive tape around pipe and then tap through tape and poly film. Repair any damage to wrap with tape and extra film as per ANSI/AWWA C105/A21.5. Remove material where saddle gasket touches pipe adjacent to hole. After tap has been made, wrap & tape service line to 3 feet from main line and encase saddle with wrap & tape to 1 foot each sidesaddle on main line. Protect saddle & service line in this fashion regardless of whether main line has been encased with polywrap. Use sintered teflon pipe dope or TFE tape on all screw threads. Any saddle placed on ductile iron pipe shall be poly wrapped and taped to 1 foot each side of saddle. When using a 2" Ford Ball Corp with Buna N rubber seats with pack joint on outlet, use sintered teflon pipe dope or TFE tape on all screw threads from main line. 5.6 TIEBACK RODS A. General Tieback rods are required wherever the continuity of restraint has been made discontinuous by use of a coupling. Tieback rods shall be used to hold assemblies together, such as at a tee which has a valve located on one or various sides, and at other locations where pipe restraint is required to prohibit movement. Tieback rods shall be stainless steel all-thread 3/4" diameter rods with stainless steel 1-1/4" outside heavy hex nuts on both sides of fittings, bolt holes, etc. Use of more or larger tiebacks will be indicated on plans, if required. The number of rods is dependent upon the pipe size and the normal operating water pressure in the line. The Owner will determine the normal operating water pressure. Operating pressure for this project is less than 160 psi.
331100-14
Number of Tie~back Rods Size vs. Operating Pressure Pipe Size :s;160 psi >160 psi 4" & Smaller 2 2 6" ~ 8" 4 6 10"~14"
6
8
B. Installation The rods shall be run through the bolt holes in fittings, valves, etc. Both sides of all flanges shall be bolted. Double nuts are required for pipe sizes that are 8" and larger, or require more than 4 rods. Where possible, use an Anchor Style Fitting on one end when a group of fittings occurs at one location. Ductile iron lugs may be used for assemblies up to and including 6" pipe size. Rods may be slightly bowed to traverse around the body of some devices. Rods may be added which hook into said holes so that rods may remain straight. Anchor straps, socket clamp assemblies, etc. may be used by the contractor in his normal procedures. Adjust nuts after concrete has set when installing tiebacks with concrete reaction blocks. C. Exceptions 1. In cases where tiebacks require lengths greater than 4', uni-flange pipe restraints may be used, as directed by the AlE. 2. When piping is mounted on prefabricated skids, connection of piping to skids may be used in lieu of tiebacks. 5.7 CONCRETE THRUST BLOCKING Concrete thrust blocking shall be used at all bends, tees, end caps, and at other locations requiring pipe restraints. Thrust blocks must be placed against undisturbed earth. Thrust blocks shall be constructed of commercial redi-mix concrete. Placing bags of premix, concrete blocks, etc. will not be accepted. Only alternate methods that have been pre-approved by AlE may be used. Polyethylene wrap shall be placed around valves, fittings, bolts and all-thread rods to keep concrete separated from pipe and fittings. Use duct tape to hold plastic in place. Owner to approve thrust blocking forms prior to placement of concrete. Design Criteria Concrete Design Operating Water Pressure Weight of Concrete Soil Bearing Capacity Safety of Factor -
3000 psi 160 psi 150 pcf 2,000 psf 1.5
A. Dimensions 1.
Horizontal Thrust Blocks
The bearing area is the face dimension that is located against unexcavated earth on the back side of the trench. The height and width face dimensions shall be established in the field meeting the bearing area shown in the table below. The centerline of the face dimensions shall be located at the centerline of the pipe in both the horizontal and vertical directions.
331100-15
HORIZONTAL THRUST BLOCKS Pipe Size ::;;4 6 8 10 12 16 * Area is
Minimum Bearing Area by Fitting Type (sq ft) Tee, goo Cross* 11%0 22Yz 0 Cap 45° 1.0 0.4 0.8 2.0 1.5 2.8 4.2 2.1 0.8 1.7 3.2 6.0 7.2 3.6 10.1 1.4 2.8 5.5 5.6 2.2 11.1 4.4 8.5 15.8 15.7 7.8 3.1 6.1 12.0 22.2 12.3 4.8 24.7 9.6 18.9 34.9 for each thrust block
When fittings and valves have been connected by tiebacks to form one continuous unit, the entire aggregated system may be treated as one for the purpose of concrete thrust blocking. The contractor may reduce concrete reaction blocking requirements, as approved by the A/E. 2.
Vertical Thrust Blocks
The concrete required to restrain vertical bends is shown in the table below. The concrete shall be placed below the bend with two #6 hairpin rebar embedded in the concrete, which is field bent around the fitting. Additional #4 bar stirrups shall be tied to the rebar for pipe sizes 12" and larger. VERTICAL THRUST BLOCKS Pipe Size (in) 4 6 8 10 12 16 3.
Minimum Volume 22.5 11.25 (cy) (cy) 0.4 0.2 0.4 0.8 0.7 1.4 2.1 1.1 3.0 1.5 4.7 2.4
of Concrete 45 90 (cy) (cy) 0.7 1.0 1.5 2.1 2.5 3.5 3.9 5.5 5.5 7.7 8.6 12.2
Minimum Bearing Area 90 22.5 45 11.25 (sf) (sf) (sf) (sf) 2.0 0.1 0.6 0.0 4.2 1.2 0.1 0.3 2.1 7.2 0.1 0.5 3.3 11.1 0.2 0.8 4.6 15.7 0.3 1.2 7.2 24.7 1.9 0.5
Concrete Restraining Blocks
Concrete restraining blocks, sometimes called a deadman, shall be anchored to a valve or fitting with the same size and number of tieback rods as defined in "Tiebacks". The concrete restraint shall be sized as follows: Width Height Thickness
Trench width plus 3' either side 2' above and below the pipe 18"
No. 4 bars are required as shown in the details. 4.
Concrete Pad under Valve
Valves shall have a concrete pad placed under the valve. The pad bearing area shall be equivalent to tee dimensions shown in the table for "Horizontal Thrust Block Bearing Area", above. The height of the block shall be no greater than half of the total trench width. Two #4 hairpin rebar shall be embedded in the concrete, which are field bent around the valve. Additional #4 bar stirrups shall be tied to the rebar for pipe sizes 12" and larger.
331100-16
5.8 CONCRETE
A. Materials One cubic yard of concrete shall contain 6 sacks of ASTM C150 Type 1 cement with no more than 5.5 gallons of water per sack of cement. Commercial mix by an approved concrete supplier will be accepted provided the truck ticket identifies the mix of the batch. Concrete testing on site may be performed by A/E. Air Content Slump Compressive Strength Admixtures
6% plus or minus 1% not to exceed 6 inches 3000 psi at 28 days At Owner discretion.
B. Placing Concrete 1. Forms Forms for concrete shall be built true to the lines and grades designated, and be mortar-tight and of sound materials adequate to prevent distortion during the placing and curing of concrete. 2. Placement Placing concrete in any unit of a structure shall not begin until the forms, bracing, reinforcing steel and preparations for placing and finishing have been approved. Concrete shall be placed with minimum handling to avoid the segregation of aggregates and displacement of reinforcing steel. Walking or working on reinforcing steel protruding through transverse or longitudinal headers will not be permitted until the concrete has reached an age of 24 hours. Each placement shall be completed in a continuous operation with no interruption in excess of 45 minutes between the placing of continuous portions of concrete. Concrete shall be deposited in the forms in horizontal layers as near final position as possible, and shall be consolidated by continuous working with suitable tools and equipment. The concrete shall be vibrated immediately after it has been placed in the forms. C. Reinforcing Steel Reinforcing steel bars
ASTM A15 58T, deformed to conform to ASTM A305 56T. Splice length to be 20 bar diameters
Welded steel wire fabric
ASTM A 185 58T
Billet steel
Intermediate and hard grades, ASTM A 16 59T
Rail steel
ASTM A 160 57T
Reinforcing dowel supports shall be such that adequate cover is provided over all bars and proper spacing is maintained. 6. PIPE BORING 6.1 GENERAL REQUIREMENTS Borings shall meet all requirements set forth by the permit issued by the appropriate jurisdiction. Contractor shall obtain necessary permits and do all work in accordance with their requirements.
331100-17
6.2 CASING PIPE PVC Pipe 8 inch through 15 inch
SOR 26 per ASTM 03034, or ASTM 2241
18 inch through 27 inch
ASTM F789 PS 115, or equivalent pipe stiffness.
Joint
Bell and spigot meeting ASTM 03212 if open cut construction, or restrained joint pipe if bored.
Rubber Gasket
ASTM F4 77. Solvent weld or non-gasket friction joints are not acceptable.
Steel Pipe Yield Strength
35,000 psi conforming to ASTM A53-B
Thickness
As defined in the project requirements or authorizing permit agency
Length
Random lengths of pipe may be used, but all ends must be V grooved-butt welded around the complete perimeter to adjacent pipe.
Welds
Water tight and equal to or stronger than pipe
HOPE Pipe
DR 11 PE 3608 or PE4710 High Density Polyethylene meeting ASTM F 714, AWWA C906
Size
DIPS or IPS are acceptable based on the required clearance of the casing spacer, carrier pipe size and required minimum clearance as defined in this specification section.
Joint
ASTM D 3261 Heat Fusion in conformance to PPI-TR-2. Remove excess material (burrs) on outside of pipe. Remove inside burrs.
Fusible PVC Pipe
Fusible pipe to meet AWWA C900 and AWWA C905 based on pipe size
Pipe
ASTM 2241 or ASTM 01785, as applicable.
Size
As shown on the plans, or acceptable size based on the required clearance of the casing spacer, carrier pipe size and required minimum clearance as defined in this section.
Joint
Butt-fused heated joint, as required by manufacturer and in conformance to PPI-TR-2. Burst test of fused sections per ASTM D 1599. Remove excess material (burrs) on inside of pipe.
6.3 CASING INSTALLATION Casings may be installed by boring or open cut methods as is required. Casing shall be installed as boring equipment removes material from hole. Contractor may use larger casing size, but shall be responsible for any related modifications as a result.
331100-18
Joining procedures must be such that concentricity of the entire completed casing will be maintained, and that the line and grade of the carrier pipe will be continuously straight. A full circle must be seen to prove that the casing is concentric from end to end by the Iamping method of inspection. The burial depth of the carrier pipe inside the casing shall be 48" below the lowest level of surface being crossed, except as specifically shown on the plans or defined by the governing jurisdiction. The casing may be lowered to avoid vertical bends. The entire casing shall be installed and inspected before any pipe is inserted into the casing. Contractor shall complete bore before other work is started so that slight misalignments in connecting pipes can be adjusted. 6.4 SKID SUPPORT (CASING SPACERS) A. Materials
Casing Spacer
Projection type sufficient to raise pipe bell off of casing so no weight rests on the pipe bell.
Spacer Material
Totally non-metallic constructed of preformed sections of high-density polyethylene. Spacers shall be ISO 9002 certified for strength and quality.
End Seal
1/8" synthetic rubber wrap around with Yz" stainless steel banding straps.
Lubrication
Flux soap or drilling mud.
B. Installation Casing spacers shall have a minimum number of projections around the circumference totaling the number of diameter inches. Casing spacers shall be fastened tightly to the carrier pipe so that the spacers do not move during installation with double backed tape. Tool recommended for installation by the manufacturer shall be used during installation. Lubricate the spacers at time of installation. 6.5 PVC CARRIER PIPE INSTALLATION IN CASING 1.
All carrier pipes shall have restrained joints.
2. Pipe may be installed by using drawn cable or jacking. The force used to install the pipe must spread over the pipe end on which it bears, by use of a flat piece of wood or other similar force sustaining material. 3.
No less than twenty foot long sections of pipe shall be used to minimize the number of joints within the casing.
4.
It will be unnecessary to use restrained joint pipe if the casing is shorter than the carrier pipe. Also, the pipe may be laid directly on the casing without the use of spacers.
5.
On 4" and larger pipes, a MJ sleeve, a fitting or valve shall be installed on either side of the casing.
6.
On pipes smaller than 4", a PVC repair style coupling may be installed on either side of the casing, in lieu of a ductile iron sleeve.
7.
Bores under roadways and creeks where encased or not shall have two separate strands of locator wire attached to the waterline that runs from isolation valves on either side of the bore as terminal points for the extra wire. 331100-19
6.6 DIRECTIONAL BORING
A. General Requirements Directional bores shall be completed using a directional boring machine supplied with an output signal to allow the Contractor to track the location of the drill head at all times. Size of drilling equipment shall be adequate for the job, but not grossly oversized such that an undue amount of thrust or torque is placed on the carrier pipe. Drilling fluids shall be selected for the site specific soil and ground water conditions. Confine free flowing (escaping) slurry or drilling fluids at the ground surface during pullback or drilling to prevent damage or hazardous conditions in surrounding areas. Remove all residual slurry from the surface and restore the site to pre-construction conditions. Fully repair any and all bore/relief pits constructed, including vacuuming drilling fluids and compacting disturbed earth. All pipelines provided in the restrained joint area shall be installed to a minimum depth of 6 feet under creeks and 10 feet under river crossings, unless shown otherwise on the plans. All work associated with installing restrained joint pipe in the designated areas and, if crossing wetlands, creeks, rivers, streams or other waterways, shall conform to all permit requirements and to State and federal regulations. Restrained joint areas depicted on the drawings are not to be considered exact and represent the general length of the restrained joint pipe. The actual length of the restrained joint area will be determined in the field by the AlE, and may differ from that shown on the drawings. B. Execution A pilot hole shall be bored first, with an angle of entry not to exceed 20% grade from the horizontal, and proceed under the obstacle being crossed while maintaining the required soil. The pilot hole shall extend to the point of exit no shallower than 8 feet from the surface on a grade not to exceed 20%, unless shown otherwise on the Plans. The carrier pipe shall be restrained joint PVC pipe, unless otherwise shown on the Plans. The carrier pipe shall be assembled on the exit side of the bore, and installed by back reaming in the reverse direction. Deviations from this method shall be approved by the AlE. The pull section shall be adequately supported during pullback. Pipe should not drag on the ground. Above-ground pipe assembly shall be checked for suitability of installation before pullback. The borehole shall be reamed to approximately 1.2 times the outside diameter of the carrier pipe. Use sufficient drilling fluids and monitor pullback pressure to detect any problems before heaving oUhe bore path surface occurs. Maintain the minimum cover required as shown on the plans. Use a swivel when back reaming to prevent rotational torque (torsion) on the carrier pipe. Cap carrier pipe as necessary to prevent drilling fluids from entering. Repair all bore/relief pits constructed, including vacuuming drilling fluids. Compact backfilled areas and disturbed earth. Provide long-body transition couplings and reducers as necessary to complete the connection to the adjoining pipe. The Contractor shall provide the required depth of cover over the pipe upon tying in the restrained joint pipe with the adjoining pipeline. 6.7 CASING AND SPACER DATA The Contractor shall submit shop drawings for the casing pipe and spacers. The spacer shall be sized to ensure that the bell of the carrier pipe does not touch the casing. The casing shall have at least a 1-1/2" clearance between the outside diameter of pipe with the casing spacer attached and the casing pipe. Contractor's supplier shall show compatibility of casing size with spacer design.
331100-20
Pipe Size (inch) 4 6 8 10 12 16 18
SPACER DATA Sp, Max. Skid Spacing Width (feet) (inch) 4% 6 6 6 7 8 8 8% 9% 8 10 8 10 8
6.8 INSTALLATION ALIGNMENT RECORD DATA Trace bore path by interpretation of electronic signals sent by a monitoring device. If a AlE is present, identify the cutting head location after each push to confirm that the bore will meet the proper horizontal and vertical alignments. In addition to the electronic locator of the drill head, the Contractor shall keep a record of the location after each rod push. Data shall include the following, as appropriate: Rod Length Depth Offset (LIR) Pitch
number foot foot foot
%
Submit to the AlE a print out of the bore path for accurately determining the boring profile and to exhibit that sufficient cover was achieved during the bore. The bore path printout must be submitted prior to final pay request 7. TESTING OF PIPELINE 7.1 FIELD INSPECTION The AlE may perform various tests at times that he deems necessary, including pressure tests with his own equipment. Joints may be cut out of the pipeline for inspection and testing. This does not imply that indiscriminate cutting of joints will be allowed. Pipe may be cut at such times to facilitate such tests and the Contractor shall perform such cuts and repairs as requested. Pipes, fittings, valves, hydrants, and accessories shall be inspected for defects prior to placement into the trench. Any defective, damaged, or unsound material shall be repaired or shall be removed from the site. 7.2 LINE CLEANING To insure that lines are clean prior to disinfection, a polyethylene pig swabbing device shall be run through the line. The pig shall be sized for the specific size of the pipe, and shall be provided by the Contractor. The Contractor may do the line cleaning in segments as suits his construction methodology. The pipe segments shall be subdivided to facilitate practical lengths of line cleaning, or as directed by the Owner. Contractor shall install and remove all temporary connections and devices required to insert the pig, provide adequate water for flushing, and removal of the pig upon completion. The cleaning of some lines may be waived if the AlE feels that the pipe installed is clean and free of foreign matter.
331100-21
7.3 DISINFECTING NEW WATER MAINS Disinfection of Water Mains shall be in accordance with the latest edition of AWWA C651. A. Flushing Requirements The main shall be flushed prior to disinfection. The flushing velocity should be at least 2.5 ft/sec. The rate of flow required to produce this velocity in various diameters is shown in the table below. No site for flushing should be selected unless it has adequate drainage. A 2%" hydrant outlet nozzle will discharge approximately 1,000 gpm, and a 4%" hydrant nozzle will discharge approximately 2,500 gpm with 40 psi residual pressure. Requirements for Flushing Pipelines at Hydrants At 40 psi Residual Pressure
Pipe Size ln. 4 6 8 10 12 16
Flow Required to Produce 2.5 fps Velocity gpm . 100 220 390 610 880 1,565.
Orifice Size ln. 15/16 1-3/8 1-7/8 2-15/16 2-13/16 3-5/8
Hydrant Nozzle (2% inch) Number 1 1 1 1 1 2
B. Forms of Chlorine for Disinfection 6.
Liquid Chlorine Liquid chlorine is packaged in steel cylinders usually of 100 lb, 150 lb, or 1 ton capacity. Liquid chlorine shall be used only when suitable equipment is available and only under the direct supervision of a person familiar with the physiological, chemical, and physical properties of this element and who is properly trained and equipped to handle any emergency that may arise. Introduction of chlorine-gas directly from the supply cylinder is unsafe and shall not be permitted.
The preferred equipment consists of a solution feed chlorinator in combination with a booster pump for injecting the chlorine-gas water mixture into the main to be disinfected. Direct feed chlorinators are not recommended because their use is limited to situations where the water pressure is lower than the chlorine cylinder pressure. 7.
Hypochlorite Calcium Hvoochlorite: Calcium hypochlorite contains 70 per cent available chlorine by weight. It shall be granular in form. Calcium hypochlorite is packaged in containers of various types and sizes ranging from small plastic bottles to 100 lb drums. A chlorine-water solution is prepared by dissolving the granules in water in the proportion requisite for the desired concentration. Sodium Hypochlorite: Sodium hypochlorite is supplied in strengths from 5.25 to 16 percent available chlorine. It is packaged in liquid form in glass, rubber, or plastic containers ranging in size from 1 qt bottles to 5 gal carboys. It may be purchased in bulk for delivery by tank truck. The chlorine-water solution is prepared by adding hypochlorite to water. Product deterioration must be considered in computing the quantity of sodium hypochlorite required for the desired concentration.
331100-22
Application: The hypochlorite solutions shall be applied to the water main with chemical feed pump designed for feeding chlorine solutions. For small applications the solutions may to withstand be fed with a hand pump. Feed lines shall be of such material and strength safely the maximum pressures that may be created by the pumps. All connections shall be checked for tightness before the hypochlorite solution is applied to the main. 8.
Granular Compounds The Contractor may install granular chlorine (no tablets) in the pipeline as installation proceeds but the contractor will be required to chlorinate after preliminary flushing, if the preliminary sample does not pass.
C. Continuous Feed Method of Chlorine Application This method is suitable for general application. Water from the existing distribution system or other approved sources of supply shall be made to flow at a constant, measured rate into the pipeline. The water shall receive a dose of chlorine, fed at a constant, measured rate. The two rates shall be proportioned so that the chlorine concentration in the water in the pipe is maintained at a minimum of 50 mg/L available chlorine. To assure that a proper concentration is maintained, the chlorine residual should be measured at regular intervals in accordance with the procedures described in the current edition of "Standard Methods and AWWA M12-Simplified Procedures for Water Examination". In the absence of a meter, the rate may be determined either by placing a pressure gage at the discharge or by measuring the time to fill a container of known volume. The amount of chlorine residual required for each 100ft of pipe of various diameters is shown on the table below. Solutions of 1 per cent chlorine may be prepared with sodium hypochlorite or calcium hypochlorite. The latter solution requires approximately 1 lb of calcium hypochlorite in 8.5 gal of water. Chlorine Required to Produce 50 mg/L Concentration in 100ft of Pipe Pipe Size
100 percent Chlorine
(Inch) 4 6 8 10 12
(Lbs) 0.027 0.061 0.108 0.170 0.240
1 percent Chlorine Solutions (Gal) 0.33 0.73 1.30 2.04 2.88
During the application of the chlorine, valves shall be manipulated to prevent the treatment dosage from flowing back into the line supplying the water. Chlorine application shall not cease until the entire main is filled with the chlorine solution. The chlorinated water shall be retained in the main for at least 24 hr, during which time all valves and hydrants in the section treated shall be operated in order to disinfect the appurtenances. At the end of this 24 hr period, the treated water shall contain no less than 25 mg/L chlorine throughout the length of the main. D. Final Flushing After the applicable retention period, the heavily chlorinated water shall be flushed from the main until the chlorine concentration in the water leaving the main is no higher than that generally prevailing in the system, or less than 1 mg/L. Chlorine residual determination shall be made to ascertain that the heavily chlorinated water has been removed from the pipeline. De-chlorination of heavily chlorinated water shall be completed in accordance with AWWA C651 with de-chlorinating chemicals.
331100-23
E. Bacteriologic sample(s) shall be collected from After final flushing, and before the water main is placed in the end of the line, or other points as required by the and tested for bacteriologic quality and shall show the absence of coliform organisms. If the number and frequency of samples is not prescribed by the public health authority having jurisdiction, at least one sample shall be collected from chlorinated supplies where chlorine residual is maintained throughout the new main. In the case of extremely long mains, it is desirable that samples be collected the length of the line as well as at its end. At least two samples shall be collected at least 24 hours apart from un-chlorinated supplies. Samples for bacteriologic analysis shall be collected in sterile bottles treated with sodium thiosulphate. A suggested sampling tap consists of a standard corporation cock installed in the main with a copper tube gooseneck assembly. After samples have been collected the gooseneck assembly may be removed, and retained for future use. Contractor shall incur all costs of sampling and supplying the Owner with a copy of test results. If the initial disinfection fails to produce satisfactory samples, disinfection shall be repeated until satisfactory samples have been obtained. The tablet method cannot be used in these subsequent disinfections. When the samples are satisfactory, the main may be placed in service. 7.4 DISINFECTING AFTER REPAIRING EXISTING WATER MAINS The procedures outlined in this section apply primarily when mains are wholly or partially dewatered. Leaks or breaks that are repaired with clamping devices while the mains remain full of water under pressure present little danger of contamination and require no disinfection. 9.
Trench Chlorination When an old line is opened, either by accident or by design, the excavation will likely be wet and badly contaminated from nearby sewers. Liberal quantities of hypochlorite applied to open trench areas will lessen the danger from contamination.
10. Swabbing with Hypochlorite Solution The interior of all pipe and fittings used in making the repair (particularly couplings and tapping. sleeves) shall be swabbed with a 5 per cent hypochlorite solution before they are installed. 11. Slug Method for Chlorination In addition to the procedures above, a section of main in which the break is located shall be isolated, all service connections shut off, and the section flushed. The pipe line will be chlorinated with a highly concentrated dosage as high as 500 mg/L with the contact time reduced to as little as 30 minutes. 12. Flushing Thorough flushing is required after completion of the repairs. Flushing shall be started as soon as the repairs are completed and continued until discolored water is eliminated. The line shall be flushed from both directions, as directed by the AlE. 13. Bacteriological Testing Bacteriologic samples shall be taken by which the effectiveness of the procedures used can be determined. If the direction of flow is unknown, samples shall be taken on each side of the main break. 7.5 LEAKAGE TESTING Prior to performance of the test, Contractor shall verify that test section is fully isolated, and that all air has been expelled from the pipeline to the satisfaction of the AlE. This may be accomplished by means of air relief valves, blow-off valves, hydrants or other means. If required, taps shall be made at
331100-24
high points where air relief valves are not called for on the plans. Such testing is complete. Corporation should be installed before this
shall be plugged after if possible.
Contractor shall provide all necessary water, piping, pumps, gauges (face divisions of and fittings.
psi or less)
AlE will verify lowest elevation within the section of piping to be tested, and determine the test pressure and the testing location. Apply a test pressure equal to the design pressure of the pipeline at the lowest point of the alignment. After the specified pressure has been reached the pump shall be stopped and all pipe, fittings, valves, hydrants, joints, and appurtenances examined for leaks. Any visible leaks shall be repaired. After visible leaks are repaired the pipeline shall be refilled with water and re-pressurized to the design pressure of the pipeline. This pressure shall be maintained for a period of four hours. During this pressure test a container of water shall be attached to the distribution line in a manner to allow the water in the container to flow into the pressurized lines. Water loss in the container shall be measured after the test and acceptability of the line shall be based on the following formula for a leakage allowance of 10.5 gallons per inch diameter per mile per day:
SxDx.JP
L=---148,000 Where: L
= = D = p =
s
Allowable Leakage in gallons per hour Test section length in feet Nominal pipe diameter in inches Average test pressure in psi
To determine specific allowable leakage being tested for the 4 hour 100 psi pressure test: Testing Section Data
Leakage Calculation _ _ _ _ _ (1)
Divide Length by 100
Pipe Length
_ _ _ _ _ (2)
Select Leakage from below Pipe Size (inch)
6 8 12
Leakage (gallons) 0.162 0.216 0.324
Total Allowable Leakage _ _ _ _ _ (1) times (2) ·
Example:
12" pipe 1300 lineal feet _ _1.:....::3:.__ ( 1) ---=-0=-=-.3=-24_,___ (2)
All ow a bl e Lea k age= Allowable Leakage for 4 hr-100 psi Test Pipe Length (feet) 100 400 600 800 1,000 1,500 2,000 2,500 3,000
6 0.16 0.65 0.97 1.30 1.62 2.43 3.24 4.05 4.86
Pipe Size 8 0.22 0.86 1.30 1.73 2.16 3.24 4.32 5.41 6.49
END OF SECTION
331100-25
12 0.32 1.30 1.95 2.59 3.24 4.86 6.49 8.11 9.73
4.21 gallons
THIS PAGE INTENTIONALLY LEFT BLANK.
SECTION 333100 GRAVITY SEWER PIPE
PART 1 GENERAL 1.01
REQUIREMENTS A.
1.02
The Contractor shall furnish all pipe and fitting material, tools, equipment labor necessary for material handling, cutting, installation and jointing of various types and sizes of pipe at the locations shown on the drawings or detailed and in conformance with the specifications. QUALITY ASSURANCE
A.
Items submitted for approval in accordance with requirements shown on the drawings and details shall be of the manufacturers indicated, or an approved equal, in compliance with materials, operations, physical assembly and performance as specified herein.
B.
Tests and certification of compliance for materials shall be furnished as specified.
1.03 A.
1.04 A.
1.05 A.
1.06 A.
APPLICABLE STANDARDS Specifications of the following listed standards will be referred to hereinafter by standards abbreviation and specification number. Products shall conform to the latest revisions thereof. 1.
ANSI- American National Standards Institute.
2.
ASTM- American Society for Testing and Materials.
3.
AWWA- American Water Works Association.
SUBMITTALS Submit detailed shop drawings under provisions of Section 013000. Clearly indicate make, model, location, type, size, class and pressure rating. COORDINATION OF WORK All work shall be fully coordinated with other work and shop drawings must be checked with each of the various trades. Conflicts in the sequence of the work shall be coordinated through consultation with the Engineer. WARRANTY In addition to guarantee requirement in General Conditions, the manufacturer's warranties shall be provided for equipment as standard with the manufacturer.
333100- 1
PART 2.01
PRODUCTS GENERAL
A.
2.02
All products shall be new and unused and shall be the product of a reputable manufacturer regularly engaged in the manufacture of the product. Where two or more units of the same class are required, these units shall be products of a single manufacturer; however, the component parts of equipment need not be the products of the same manufacturer. MATERIALS
A.
B.
PVC Pipe and Fittings for Gravity Sewer and Service Laterals 1.
Pipe materials for 4"-15" diameters shall conform to ASTM 03034, Type PSM, SDR 35. Pipe with diameters 18"-36" shall conform to ASTM F679-PS46. Fittings shall be molded of PVC material suitable for use with ASTM 03034, SOR 35, PVC sewer pipe.
2.
Pipe and fitting material shall be made of PVC plastic having a cell classification of 12454-B or 12454-C and a minimum tensile modulus of 500,000 psi as defined in ASTM 01784.
Pipe and fitting joints: 1.
Flexible gasketed joints shall be compression type. All joints to be integral bell, single gasketed and designed to avoid displacement of the gasket when installed in accordance with the manufacturer's recommendations.
2.
Gaskets shall consist of a properly vulcanized high-grade elastomeric compound meeting the requirements of ASTM F 4 77 for low head applications. The basic polymer shall be a synthetic rubber. The gasket shall provide an adequate compressive force so as to affect a positive seal under all combinations of joint tolerances, and to provide a positive seal against'infiltration or exfiltration.
3.
Joints shall be bell and spigot design conforming to ASTM 03212.
4.
Fittings to be of same classification and compatibility as adjoining pipe.
ACCESSORIES
2.03 A.
Pipe Bedding- shall be Classes I, II, or Ill, as described in ASTM 02321.
B.
Insulated PVC Pipe
2.04 A.
1.
Insulated PVC Pipe shall be installed in sections as indicated on the Construction Plans. Insulation shall have a minimum R-value of 13.
2.
Insulated pipe shall be lnsui-Seal or approved equal.
TRACER WIRE All gravity sewer pipes and new sections of laterals shall be installed with tracer wire to facilitate future location of the pipe.
333100-2
B.
Locator wire shall be #1 gauge solid copper wire with PE-45 insulation manufactured by Kris-Tech Wire Company or an equal. Alternative manufacturer wire must be specified locator or tracer wire and shall not be conductor wire for other purposes.
C.
Locator wire shall be installed in such a manner to keep slices to an absolute minimum.
D.
All connections or splices shall be made with a Splice Kit equal to 3M-DBR-Part 054007-09964 or approved equal.
E.
Wire shall be taped as shown on the Construction Plan details.
F.
Wire shall be installed along all lines and outside manhole structures, lampholes, and cleanouts as shown on the Construction Plan details and shall have enough slack to extend to 48" above ground.
G.
Contractor must prove continuity of locator wire after installation is complete. Representative must be present during continuity testing.
H.
Locator wire installation, including signal loss, shall be warranted for one year.
PART 3 3.01
Number~
Owner's
EXECUTION INSTALLATION OF BURIED PIPING
A.
General: The Contractor shall investigate all conditions affecting his work, arrange the work accordingly, and have such fittings and accessories as required on hand to meet the condition and provide a complete installation. The pipe lines shall be laid to the elevations shown on the plans.
B.
Excavation and backfill shall be as shown in the Construction Plan Details. Pipe shall be placed in a flat bottom trench accurately graded to uniformly support the entire length of the barrel of the pipe with bell holes excavated for the joint~. ·
C.
Pipe Handling: Pipe fittings, valves and accessories shall be handled in a manner to insure installation of the material in an undamaged and structurally sound condition. Particular care shall be taken to not harm pipe coatings and lining. Handling equipment procedures shall be in accordance with the approved manufacturer's recommendations for proper handling of his products. Improper handling of pipe that results in damage to the cement lining or exterior coating will be grounds for rejection of the pipe for installation. Defective lines and coatings may be repaired by and at the expense of the Contractor and under the recommendations of the manufacturer of the pipe. The Engineer will be the final judge as to the acceptability of any material on the project.
D.
Pipe Cutting: Cutting of pipe is discouraged. The Contractor is urged to plan his job to minimize the necessity for cutting. Cutting that absolutely must be done shall be by use of approved mechanical or roller chain cutters. The work shall be done by workmen experienced in pipe cutting and shall be accomplished in such a manner as not to damage the lining or coating of the pipe. Field repair of cement lining and coal tar coating shall be in accordance with AWWA C1 04. Contractor shall smooth and grind to remove burrs and sharp edges. Contractor shall not leave discarded pipe segments on job site or buried in trench.
E.
Jointing: All joint preparation and jointing operations shall comply with the instructions and recommendations of the pipe manufacturer. Immediately before joints are pushed together, all joint surfaces shall be coated with the lubricant furnished with the pipe.
333100-3
F.
Plugs: Provide and install plugs required in these specifications. Plugs shall be watertight heads of up to 20 feet of water. Secure plugs in in manner to facilitate removal when required to connect pipe.
G.
Cleaning: Prior to installation and while suspended for placement, each pipe and fitting shall be inspected for defects and cracks. The interior of all pipes and fittings shall be thoroughly cleaned of all foreign matter before installation and shall be kept clean thereafter until the line is put in service. All joint surfaces shall be kept absolutely clean during the jointing process.
H.
Gravity Sewer Alignment: Piping shall be laid to the lines and grades indicated on the drawings. Gravity sewers shall be laid with the use of a pipe laser, surveying instruments or batter board system approved by the Engineer.
I.
Testing of Sewer Lines: specifications.
3.02
All sewer lines shall be tested in accordance with these
INSTALLATION OF EXPOSED PIPING
A.
Set piping plumb at the horizontal and vertical location shown on the drawings. Use pipe supports to maintain alignment.
B.
Inspect pipe before installation. Repair or patch any damaged areas on interior and exterior coatings with material matching the original lining and coating.
C.
Install piping without springing, forcing, or overstressing the pipe.
D.
Install pipe in walls and slabs before placing concrete.
E.
Bolt holes of flanges shall straddle the horizontal and vertical centerlines of the pipe. Clean flanges by wire brushing before installing flanged fittings. Lubricate bolts with oil arid graphite, and tighten nuts uniformly and progressive'ly. If flanges leak under pressure testing, loosen or remove the nuts and bolts, reset or replace the gasket, reinstall or retighten the bolts and nuts, and re-test the joints. Joints shall be watertight. INSTALLATION OF INSULATED PVC PIPING
3.03
A.
Insulated PVC piping shall be installed per the manufacturer's recommendations
B.
CONNECTIONS TO EXISTING LINES
C.
Connections to the existing piping shall be made only after the new sewer main and treatment pond testing is complete.
3.04
A.
TESTING OF GRAVITY SEWER LINE Visual Inspection: 1.
Sewer will be inspected by flashing a light or "Lamping" between manholes. Determine from the degree of illumination, the presence of any misaligned, displaced, or broken pipe and the presence of visible infiltration or other defects.
2.
Correct defects as required. Any length showing less than 75% open area during Iamping shall be subject to correction or rejection.
333100-4
B.
Deflection 1.
C.
Flexible sewer shall be checked for excessive deflection by pulling a rigid device or gauge through the pipe or by other methods to the Engineer. Deflection shall not exceed five (5) percent of the diameter of the pipe.
Air Test: 1.
In addition to the visual inspection, the Contractor shall perform a low pressure air test on all pipe installed.
2.
Testing methods for PVC pipe shall conform to the applicable requirements of ASTM F1417.
3.
Testing methods for concrete pipe shall conform to the applicable requirements of ASTM C 924.
4.
Testing methods for vitrified clay pipe shall conform to the applicable requirements of ASTM C828.
5.
For making the low pressure air tests, the Contractor shall use equipment specifically designed and manufactured for the purpose of testing sewer pipelines using low pressure air. The equipment shall be provided with an air regulator valve or pressure relief valve set so that the internal air pressure in the pipeline cannot exceed 9 psig. All air used shall pass through a single control panel.
6.
Pneumatic plugs shall have a sealing length equal to or greater than the diameter of the pipe to be tested. Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking.
7.
The Contractor shall be extremely cautious when testing with low pressure air. It is extremely important that the various plugs be installed in such a way as to prevent blowouts. Inasmuch as a force of 250 lbf (112 N) is exerted on an 8-inch (230 mm) plug by an internal pipe pressure of 5 psi (34 kPa), it should be realized that sudden expulsion of a poorly installed plug or of a plug that is partially deflated before the pipe pressure is released can be dangerous.
8.
NO ONE shall be allowed in the manholes during testing.
9.
The section of pipe between successive manholes shall be sealed with suitable plugs. Do not overpressure the line. Do not exceed 9.0 psig. One of the plugs shall have an orifice through which to pass air into the section of pipe being tested. The air supply source (air compressor) shall have a 9 psig pressure relief valve. The air supply line shall have a positive on-off valve and suitable means for readily disconnecting it at the control panel. A second orifice in the plug shall be used for constantly reading the internal pressure of the pipe. This orifice shall be continuously connected to a pressure gauge having a range of from 0 to 10 psi. The gauge shall have minimum divisions of 0.10 psi and shall have an accuracy of± 0.04 psi.
10.
The line under test shall be slowly pressurized to approximately 4 psi. Regulate the air supply so that the pressure is maintained between 3.5 and 4.0 psig for at least 2 minutes. The air temperature should stabilize in equilibrium with the temperature of the pipe walls. Disconnect the air supply and decrease the pressure to exactly 3.5 psi before starting the test.
333100- 5
i i.
Determine the time required for the pressure to drop from to 2.5 psi, and compare this interval to the required time to decide if the rate of air loss is within the allowable. Tables i and show the minimum holding times for PVC pipe listed by diameter. If the pressure drops 1.0 psig before the appropriate time shown in Table 1 has elapsed, the air loss rate shall be considered excessive and the pipe section has failed the test. For testing of long sections (longer than 300 ft) or sections of larger diameter pipes (larger than 12" diameter), or both, a timed-pressure drop of 0.5 psig shall be used in lieu of the 1.0 psig drop as shown in Table 2.
12.
Upon completion of the test, open the bleeder valve and allow all air to escape. Plugs should not be removed until air pressure in the test section has been reduced to atmospheric pressure.
SEPARATION OF WATER MAINS, SANITARY SEWER AND STORM SEWERS
3.05
A.
B.
3.06
A.
Parallel Installation 1.
Water mains shall be laid at least 10 feet horizontally from any existing or proposed line carrying non-potable fluids such as, but not limited to drains, storm sewers, sanitary sewers, combined sewers, sewer service connections, and process waste or product lines. The distance shall be measured edge to edge.
2.
In cases where it is not practical to maintain a ten foot separation, the Regulatory Agency may allow deviation on a case-by-case basis, if supported by data from the design engineer. Such deviation may allow installation of the water closer to a nonpotable line, provide that the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the non-potable line and on either case, at such an elevation that the bottom of the water main is at least 18 inches above the top of the non-potable line.
Crossings 1.
Water mains crossing sewers, or any other lines carrying non-potable fluids shall be laid to provide a minimum vertical clear distance of 18 inches between the outside off the water main and the outside of the non-potable pipeline. The water main shall always be installed above the non-potable pipeline. 18-inch separation is a structural protection measure to prevent the sewer or water main from settling and breaking the other pipe.
2.
At crossings, the full length of water pipe shall be located so both joints will be as far from the non-potable pipeline but in no case less than ten feet or centered on a 20foot pipe.
3.
In areas where the recommended separations cannot be obtained either the waterline or the non-potable pipeline shall be constructed of mechanical or manufactured restrained joint pipe, fusion welded pipe, or cased in a continuous casing that extends no less than ten feet on both sides of the crossing. Special structures support for the water and sewer pipes may be required. Casing pipe must be a material that is approved for use as water main. Conventional poured concrete is not an acceptable encasement.
Exception Any exception from the specified separation distances above (parallel and crossing) must be submitted to the Regulatory Agency for approval.
333100-6
3.07
Force Mains
A.
There shall be at least a ten-foot horizontal between water mains and sanitary sewer force mains or other force mains carrying non-potable fluids and they shall be in .,..,,.. ,. •..,"""' trenches.
B.
In areas where the recommended separations cannot be obtained, either the waterline or the non-potable line shall be constructed of mechanical joint pipe, cased in a continuous casing, or be jointless or fusion welded pipe.
C.
Where possible, the waterline shall also be at such an elevation that the bottom of the water main is at least 18 inches above the top of the non-potable line.
D.
Casing pipe must be a material that is approved for use as water main. poured concrete is not an acceptable encasement.
3.08
Conventional
Sewer Manholes
A.
No waterline shall be located closer than ten feet to any part of a sanitary or combined sewer manhole. Where the separation cannot be obtained, the waterline shall be constructed of mechanical restrained joint pipe, fusion welded pipe, or cased in a continuous casing. Casing pipe must be a material that is approved for use as water main. Conventional poured concrete is not an acceptable encasement.
B.
The full length of the water pipe shall be located so both joints will be as far from the manhole as possible, but in no case less than ten feet or centered on a 20-foot pipe.
C.
No water pipe shall pass through or come into contact with any part of a sanitary or combined sewer manhole.
3.09 A.
B.
Disposal Facilities No water main shall be located closer than 25 feet to any wastewater disposal facility, agricultural waste disposal facility, or landfill. Water mains shall be separated by a minimum of 25 feet from septic tanks and wastewater disposal areas such as cesspools, subsurface disposal fields, pit privies, land application fields, and seepage beds.
333100-7
TABLE I MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 PSIG PRESSURE DROP FOR SIZE AND LENGTH OF PIPE INDICATED FOR Q 0.0015
=
1 Pipe Diameter
4 6 8 10 12 15 18 21 24 27 30 33 36
2 Minimum Time (Min:Sec)
3 length For Minimum Time (Ft)
4 Time For Longer Length (Sec)
3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:40 25:30 28:20 31:10 34:00
597 398 298 239 199 159 133 114 99 88 80 72 66
.380 .854 1.520 2.374 3.418 5.342 7.692 10.470 13.674 17.306 21.366 25.852 30.768
L L L L L L L L L L L L L
Specification Time for Length
100Ft
3:46 5:40 7:34 9:26 11:20 14:10 17:00 19:50 22:47 28:51 35:37 43:05 51:17
Shown (min:sec)
150Ft
200Ft
250Ft
300Ft
350Ft
400Ft
3:46 5:40 7:34 9:26 11:20 14:10 19:13 26:10 34:11 43:16, 53:25 64:38 76:55
3:46 5:40 7:34 9:26 11:24 17:48 25:38 34:54 45:34 57:41 71:13 86:10 102:34
3:46 5:40 7:34 9:53 14:15 22:15 32:03 43:37 56:58 72:07 89:02 107:43 128:12
3:46 5:40 7:36 11:52 17:05 26:42 38:27 52:21 68:22 86:32 106:50 129:16 153:50
3:46 5:40 8:52 13:51 19:56 31:09 44:52 61:00 79:46 100:57 124:38 150:43 179:29
3:46 5:42 10:08 15:49 22:47 35:36 51:16 69:48 91:10 115:22 142:26 172:21 205:07
333100-8
450Ft
3:46 6:24 11:24 17:48 25:38 40:04 57:41 78:31 102:33 129:48 160:15 193:53 230:46
TABLE II MINIMUM SPECIFIED TIME REQUIRED FOR A 0.5 PSIG PRESSURE DROP FOR SIZE AND LENGTH OF PIPE INDICATED FOR Q 0.0015
=
1 Pipe Diameter
4 6 8 10 12 15 18 21 24 27 30 33 36
2 Minimum Time (Min:Sec)
1:53 2:50 3:47 4:43 5:40 7:05 8:30 9:55 11:20 12:45 14:10 15:35 17:00
3 Length For Minimum Time (Ft)
597 398 298 239 199 159 133 114 99 88 80 72 66
4 Time For Longer Length (Sec)
.190 .427 .760 1.187 1.709 2.671 3.846 5.235 6.837 8.653 10.683 12.926 15.384
L L L L L L L L L L L L L
Specification Time for Length (L) Shown (min:sec)
100Ft
1:53 2:50 3:47 4:43 . 5:40 7:05 8:30 9:55 11:24 14:25 17:48 21:33 25:39
150Ft
200Ft
1:53 2:50 3:47 4:43 5:40 7:05 9:37 13:05 17:57 21:38 26:43 32:19 38:28
1:53 2:50 3:47 4:43 5:42 8:54 12:49 17:27 22:48 28:51 35:37 43:56 51:17
250Ft
1:53 2:50 3:47 4:57 7:08 11:08 16:01 21:49 28:30 36:04 44:31 53:52 64:06
END OF SECTION
333100- 9
I
300Ft
1:53 2:50 3:48 5:56 8:33 13:21 19:14 26:11 34:11 43:16 53:25 64:38 76:55
350Ft
400Ft
450Ft
1:53 2:50 4:26 6:55 9:58 15:35 22:26 30:32 39:53 50:30 62:19 75:24 89:44
1:53 2:51 5:04 7:54 11:24 17:48 25:38 34:54 45:35 57:42 71:13 86:10 102:34
1:53 3:12 5:42 8:54 12:50 20:02 28:51 39:16 51:17 64:54 80:07 96:57 115:23
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SECTION 333110 MANHOLES AND COVERS
PART 1 GENERAL 1.01
1.02
1.03
1.04
SECTION INCLUDES
A
Modular precast concrete manhole sections with tongue-and-groove joints, covers, anchorage and accessories.
B.
Covers (lamphole and manhole); Standard, Drop, Shallow and Special Manholes.
REFERENCES A.
ASTM A48- Gray Iron Castings.
B.
ASTM C4 78 - Precast Reinforced Concrete Manhole Sections.
C.
ASTM C923 - Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes.
D.
International Masonry Industry All-Weather Council (IMIAC): Recommended Practices and Guide Specification for Cold Weather Masonry Construction.
SUBMITTALS
A
Submit under provisions of Section 013000.
B.
Shop Drawings: penetrations.
C.
Product Data: Provide manhole covers, component construction, features, configuration, dimensions and steps.
QUALIFICATIONS A.
1.05
Indicate manhole locations, elevations, sizes and elevations of
Manufacturer: Company specializing in manufacturing products specified in this section with minimum three years documented experience.
ENVIRONMENTAL REQUIREMENTS
A Maintain materials and surrounding air temperature to minimum 50 degrees F (1 0 degrees C) prior to, during, and 48 hours after completion of masonry work. PART 2 PRODUCTS 2.01
MANUFACTURERS
A
Rings, Frames and Covers: Neenah, Clay & Bailey, CGI, Deeter, or approved equal;
B.
Pipe Seals in Manhole Walls: A-LOK Products, Inc., Fernco, or approved equal;
C.
Mastic: Hamilton-Kent "Kent-Seal No.2", Henry, or approved equal;
333110 -1
2.02
D.
Coal Tar: Koppers "Bitumastic Super-Service Black", Porter "Tarmastic 103", Tnemec "450 Heavy Tnemecol", or approved equal;
E.
Non-Shrink Grout: Non-Metallic Grout;
F.
Rubber sleeve at manhole joints: lnfi-Shield Seal GatorWrap as manufacturered by Sealing Systems, Inc. or approved equal;
MATERIALS A.
Manhole Sections: Reinforced precast concrete in accordance with ASTM C4 78.
B.
Mortar and Grout: Sika #212- Non Shrink Grout.
C.
Pipe Seals: Resilient cast-in-place type, per ASTM C-923 for new manholes, and attached to pipe with stainless steel clamp and sealed in manhole wall with non-shrink grout for connection to existing manholes.
D.
Mastic: Material shall be applied in minimum of two-1" or one-2" beads per joint. Beads are not to overlap. Enough material to fill the joint so that a minimum of 1/4-inch bead is visible, to be smoothed off after completion.
E.
Manhole Seals: 1.
2. 3. 4. 5. 6. 7.
Each manhole joint shall be sealed with a 6 inch wide external rubber sleeve similar to the Inti-Shield Seal GatorWrap as manufactured by Sealing Systems, Inc., or approved equal. The seal shall be made of a stretchable, self-shrinking, intra-curing halogenated based rubber with a minimum thickness of 30 mils. The entire back side of each seal wrap shall be coated with mastic. The mastic shall be non-hardening butyl rubber sealant, with a minimum thickness of 30 mils. The seal shall be designed to stretch around the substrate then overlapped creating a cross link and fused bond between the rubber and butyl adhesive. The application shall form a continuous rubber seal that applies inward pressure on the protected area for the life of the application. The butyl adhesive and the inward pressure exerted on the substrate shall prevent the intrusion of water and soil through the joint sections of the manhole. This seal shall be provided in addition to the joint sealing requirements of 2.02D.
F.
Cast iron castings shall conform to the requirements of ASTM A 48, Class 358. In addition, suppliers shall grind all burrs smooth, thoroughly clean. Manhole ring and cover shall be Neenah No. R-1643, Deeter No. 1025 or 1030, or approved equal (minimum wt. of cover 150 LBS, and ring 250 LBS). Watertight manhole ring and cover shall be a minimum total weight of 400 LBS. Lamphole ring and cover shall be provided by same manufacturer as manhole ring and cover. Lamphole ring shall be of such dimensions that the inside lip of the ring will rest on the vertical section of pipe at ground level; reference standard detail on plans.
G.
Manhole Steps: must be corrosion resistant, resistant to making sparks (e.g. steel coated with copolymer polypropolene ), resistant to 1,500 pounds pullout force, conform to ASTM C-478 and OSHA standards, and allow hand-driven installation into precast manholes.
333110-2
H.
2.03
Grade All standard and drop manholes shall be fitted with an eight-inch (8") ring and a four-inch (4") reducing ring between the cone section and the casting. grade rings shall have integral key.
All
I.
Concrete for all manholes shall have a minimum 28-day compressive strength of 4,000 psi. All concrete used shall be made with Type II cement.
J.
Precast concrete sections shall be inspected when delivered and all cracked or otherwise visibly defective units rejected.
K.
Drop Manholes: A drop pipe shall be provided for a sewer line entering a manhole at an elevation of twenty-four inches (24") or more above the manhole invert. Drop manholes shall be constructed with outside drop connection. Due to unequal earth pressures that result from the backfilling operation in the vicinity of the manhole, the entire outside drop connection shall be encased in concrete.
CONFIGURATION A.
Barrel Construction: Concentric with eccentric cone top section and monolithic base section (unless specified otherwise); lipped male/female joints.
8.
Clear Inside Diameter: 48 inches, unless otherwise noted.
C.
Design Depth: As indicated on plans.
D.
Clear Lid Opening: Twenty-four (24) inches minimum.
E.
Pipe and Conduit Entry: Provide openings as required.
F.
Steps: 12 inches wide, 16 inches on center vertically, set into manhole wall.
G.
Drop manholes: As shown on plans, per standard detail.
PART 3 EXECUTION 3.01
3.02
EXAMINATION A.
Verify items provided by other sections of Work are properly sized and located.
8.
Verify that built-in items are in proper location, and ready for roughing into Work.
C.
Verify excavation for manhole is correct.
PREPARATION A.
3.03
Coordinate placement of inlet and outlet pipe or duct sleeves required by other sections.
CONSTRUCTION A.
GENERAL: All manholes shall be constructed, complete with covers and ladder steps, in accordance with the details shown on the drawings and found herein. Manholes, above the foundations, unless otherwise required by the plans, shall be constructed of precast
333110-3
construction. Manholes shall be constructed with eccentric cones unless otherwise approved by the Circular precast sections shall be provided with a mastic gasket or preformed flexible joint to seal joints between sections. The space between connecting pipes and the wall of precast sections shall be completely filled with non-shrinking mortar. The base slab and the first barrel or riser section of all four and five feet diameter manholes shall be cast monolithically. All manholes under construction shall be covered in an appropriate manner to prevent the entry of any stormwater runoff, trench water, sand, earth or any other foreign substances at any time during construction or while the manhole is unattended. B.
MORTAR: All mortar shall be used within 40 minutes after mixing. Mortar which has begun to take on initial set shall be discarded and shall not be mixed with additional cement or new mortar.
C.
INVERTS: Manhole inverts shall be constructed of concrete with Type II Portland cement, with the exception that the concrete shall have a minimum 28-day compressive strength of 4,000 psi. In no case shall the invert section through a manhole be greater than that of the outgoing pipe. The shape of the invert shall conform exactly to the lower half of the pipe it connects. Side branches shall be connected with as large of a radius of curve as practicable. All inverts shall be troweled to a smooth clean surface. Slope bench 1-inch per foot minimum to avoid solids build-up. Where the difference in elevation between the incoming sewer line and the manhole invert is less than twenty-four inches (24"), the invert shall be filleted to prevent solids deposition.
D.
DAMPPROOFING: Manholes shall be dampproofed on the exterior. Surfaces to receive coating shall be dry. Before backfilling ·is started, the exterior surfaces of precast and poured-in-place manholes shall be coated with two heavy coats of a water-based asphaltic coating. Application and curing shall be in accordance with the manufacturer's specifications and instructions. Coating shall be fully dried before backfilling.
E.
STUBLINES: Stublines for future connections shall be provided in manholes at the locations indicated on the drawings and shall terminate in a bell and plug.
F.
CONNECTIONS TO EXISTING MANHOLES: All sewers constructed of rigid pipe extending from manholes shall be encased with concrete to the first pipe joint from the manhole. A rubber gasket water stop shall be required for all rigid and flexible pipe connections.
G.
TESTING OF INSTALLED MANHOLES:
333110-4
1. General - All manholes shall be vacuum tested in the presence of the inspector and in accordance with the procedures given below. All lift holes shall be plugged with nonshrink grout prior to testing. Preliminary testing is recommended prior to backfilling to assist in locating leaks. The final test and acceptance shall be based only on a test after the manhole is backfilled and the cast manhole ring is in place. 2. Vacuum Test - Plug all manhole entrances and exits other than the manhole top access using suitable sized and rated pneumatic or mechanical pipeline plugs. Follow manufacturer's recommendations and warnings for proper and safe installation of such plugs, taking care to securely brace the plugs and the pipe. Attach the vacuum test device to the cast manhole ring and draw a vacuum to 10" of mercury. With the valve at the vacuum line connection closed and the vacuum pump off, measure the time required for the vacuum to drop to 9" of mercury. The manhole passes the test if the time is greater than 60 seconds for a 48" diameter manhole, 75 seconds for a 60" diameter manhole, and 90 seconds for a 72" diameter manhole. If the manhole fails the test, the Contractor shall locate the leak and make proper repairs. The manhole shall be re-tested until acceptable test results are obtained.
END OF SECTION
333110-5
THIS PAGE INTENTIONALLY LEFT BLANK.
PART 1 1.01
GENERAL WORK INCLUDED
a
A
It is the intent of this section to specify submersible grinder pump station complete in every . respect whether or not covered by this specification or the Drawings.
B.
The surface of the lift station and access roadway shall be set at proper elevations so that future access to the station will not be impaired by flooding, excessive road grades, swales, walls or landscaping in any manner.
C.
The pump station shall include, but not necessarily be limited to, the concrete wet well, valve vault and appurtenances, submersible grinder pumps, guide rails, electrical/control panel, site work, all couplings, anchor bolts, piping, valves, accessories and appurtenances specified, indicated on the Drawings, or otherwise required for a complete properly operating installation acceptable to the Owner.
D.
A list of equipment included under this item is given below. The list is not all inclusive and the Contractor shall supply all other equipment necessary for a complete installation. The pump station shall include: Two (2) Submersible type grinder pumps complete with all accessories. One (1) Multitrode Probe level control system for pump lead-lag controls with alarms. One (1) Omnisite XR-50 supplied by Cogent One (1) Duplex Electrical panel, and all electrical appurtenances. One (1) Wet well structure with access hatches and appurtenances. One (1) Valve vault structure '
1.02
COORDINATION OF WORK
A
1.03
All work shall be fully coordinated with other work and shop drawings must be checked with each of the various trades. Should any of the various trades not agree on the sequence of the work to be done or any coordination problem the decision of the Engineer shall be final. SUBMITTALS
A
Shop Drawings are required for all equipment and materials and shall be submitted and approved prior to ordering for any equipment or materials.
B.
Third party engineer's drawings of precast structure, base, connections between precast structure and base, and drawings of buoyancy rings along with associated buoyancy calculations.
C.
Documents. 1.
Manufacturer will supply a minimum of five (5) sets of its standard Submittal Drawings, Operating and Maintenance Instruction Manuals and Parts List. Additional sets of Drawings, Parts list, Manuals, etc. or modification to the manufacturers standard submittal will be at an additional charge.
333216-1
Standard submittals shall at
b.
c.
d.
minimum consist of:
( 1)
Pump Outline Drawing
(2)
Control Data
(3)
Access Frame
(4)
Typical Installation Guides
(5)
Technical Manuals
(6)
Parts List
Pumps: (1)
Name of Manufacturer
(2)
Type and model
(3)
Design rotation speed
(4)
Type of pump bearings
(5)
Weight
Motors: (1)
Name of manufacturer
(2)
Type and model
(3)
Rated size of motor (hp)
(4)
Type of bearings
Control System: (1)
Name of manufacturer
(2)
Control panel construction
(3)
Panellayout
(4)
Schematic diagrams
(5)
Equipment schedule and description
D.
Detailed wiring diagrams of the entire installation including main power supply, pump motors, control circuits, alarm circuits and metering circuits shall be submitted. The diagrams shall include schematic and connection wiring diagrams.
E.
Maintenance and Operating Manual: Copies of complete maintenance and operating manual shall be submitted covering the pump station and all component parts. The manuals shall be updated to include the as-built wiring diagrams and all control information as well as the detailed, step by step instructions for all aspects of the pump station including proper start-up, operation, control sequences, inspection, lubrication, maintenance, parts lists, and recommended spare parts to be kept in stock. The manuals shall be prepared by the manufacturer and shall show the address of the nearest representative for both service and spare parts.
333216-2
PART
2.01
PRODUCTS GENERAL
A.
2.02
The pumps components, and accessories specified for the pump station shall be the responsibility of a single manufacturer. The manufacturer shall supply complete and accurate information and/or supervision required for installation, start-up, and testing of the pumps as herein specified and as required to prevent damage to the pumps, component parts and accessories. SUBMERSIBLE GRINDER PUMPS AND MOTORS
A.
Sewage pumps shall be a heavy duty pump modified to be used as a grinder. Each grinder pump shall contain special cutters to reduce sewage to a fine slurry. The stationary cutter shall consist of hardened 316 "L" stainless steel and the rotary cutter shall consist of chrome alloyed cast iron. The cutter materials shall provide maximum corrosion and abrasion resistance. The remaining portion of the grinder pumps, with the exception of seal materials and wet end, shall be similar to the heavy duty pumps used in larger pump stations for daily operation. Refer to Division 26, Common Motor Requirements. Each pump shall comply with the following performance requirements: 1.
Rouse Pump Station: Normal Operating Conditions, gpm
67
TDH@ Normal Capacity, feet
90
Normal Static Head, feet
50 2
Discharge Size, inches
3490
Speed, rpm (Max.) B.H.P. (Max.) at Operating Condition 2.
B.
Pumps and Motors shall be standard heavy duty units of the manufacturers and shall meet or exceed all requirements of these specifications. Pumps shall be Flygt, A Xylem Brand as supplied by Vandevanter Engineering. No Substitutions are allowed.
Pump Design 1.
Grinder pump(s) shall be available in the following two configurations:
a. 2.
C.
5.7
MP- Guide Bar Mounting- 2" Discharge.
The MP Grinder pump(s) shall be automatically and firmly connected to the discharge connection, guided by no less than two guide bars extending from the top of the station to the discharge connection. There shall be no need for personnel to enter the wet-well. Sealing of the pumping unit to the discharge connection shall be accomplished by a machined metal to metal watertight contact. Sealing of the discharge interface with a diaphragm, 0-ring or profile gasket will not be acceptable. No portion of the pump shall bear directly on the sump floor.
Pump Construction 1.
Major pump components shall be of grey cast iron, ASTM A-48, Class 35B, with smooth surfaces devoid of blow holes or other irregularities. The lifting handle shall be of stainless steel. All exposed nuts or bolts shall be AISI type 316 stainless steel construction. All metal surfaces coming into contact with the pumpage, other than stainless steel or brass, shall be protected by a factory applied spray coating of acrylic dispersion zinc phosphate primer with a polyester resin paint finish on the exterior of the pump.
333216-3
D.
2.
design shall incorporate metal-to-metal contact between machined surfaces. Critical mating surfaces where watertight sealing is required shall be machined and fitted with Nitrile rubber 0-rings. Fittings will be the result of controlled compression of rubber 0-rings in two planes and 0-ring contact of four sides without the requirement of specific torque limit.
3.
Rectangular cross sectioned gaskets requiring specific torque limits to achieve compression shall not be considered as adequate or equal. No secondary sealing compounds, elliptical 0-rings, grease or other devices shall be used.
Cooling System 1.
E.
Cable Entry Seal 1.
F.
Motors are sufficiently cooled by the surrounding environment or pumped media. A water jacket is not required.
The cable entry seal design shall preclude specific torque requirements to insure a watertight and submersible seal. The cable entry shall consist of a single cylindrical elastomer grommet, flanked by washers, all having a close tolerance fit against the cable outside diameter and the entry inside diameter and compressed by the body containing a strain relief function, separate from the function of sealing the cable. The assembly shall provide ease of changing the cable when necessary using the same entry seal. The cable entry junction chamber and motor shall be separated by a stator lead sealing gland or terminal board, which shall isolate the interior from foreign material gaining access through the pump top. Epoxies, silicones, or other secondary sealing systems shall not be considered acceptable.
Motor 1.
The pump motor shall be a NEMA B design, induction type with a squirrel cage rotor, shell type design, housed in an air filled, watertight chamber. The stator windings shall be insulated with moisture resistant Class H insulation rated for 180°C (356°F). The stator shall be insulated by the trickle impregnation method using Class H monomer-free polyester resin resulting in a winding fill factor of at least 95%. The motor shall be inverter duty rated in accordance with NEMA MG1, Part 31.The stator shall be heat-shrink fitted into the cast iron stator housing. The use of multiple step dip and bake-type stator insulation process is not acceptable. The use of bolts, pins or other fastening devices requiring penetration of the stator housing is not acceptable. The motor shall be designed for continuous duty handling pumped media of 40°C (104°F) and capable of no less than 30 evenly spaced starts per hour. The rotor bars and short circuit rings shall be made of cast aluminum. Thermal switches set to open at 125°C (260°F) shall be embedded in the stator end coils to monitor the temperature of each phase winding. These thermal switches shall be used in conjunction with and supplemental to external motor overload protection and shall be connected to the control panel. The junction chamber containing the terminal board, shall be hermetically sealed from the motor by an elastomer compression seal. Connection between the cable conductors and stator leads shall be made with threaded compression type binding posts permanently affixed to a terminal board. The motor and the pump shall be produced by the same manufacturer.
2.
The combined service factor (combined effect of voltage, frequency and specific gravity) shall be a minimum of 1.15. The motor shall have a voltage tolerance of plus or minus 10%. The motor shall be designed for operation up to 40°C (104°F) ambient and with a temperature rise not to exceed 80°C. A performance chart shall be provided upon request showing curves for torque, current, power factor, input/output kW and efficiency. This chart shall also include data on starting and no-load characteristics.
3.
The power cable shall be sized according to the NEC and ICEA standards and shall be of sufficient length to reach the junction box without the need of any splices. The outer
333216-4
of the cable shall be oil resistant chlorinated polyethylene rubber. The motor and cable shall be capable of continuous underwa.ter without loss of watertight integrity to a depth of 65 feet or 4.
G.
Bearings 1.
H.
I.
The motor horsepower shall be adequate so that the pump is non-overloading throughout the entire pump performance curve from shut-off through run-out.
The pump shaft shall rotate on two bearings. Motor bearings shall be permanently grease lubricated. The upper bearing shall be a single deep groove ball bearing. The lower bearing shall be a two row angular contact bearing to compensate for axial thrust and radial forces. Sleeve or single row lower bearings are not acceptable. The minimum L 10 bearing life shall be 50,000 hours at any usable portion of the pump curve.
Mechanical Seal 1.
Each pump shall be provided with a tandem mechanical shaft seal system consisting of two totally independent seal assemblies. The seals shall operate in a lubricant reservoir that hydro-dynamically lubricates the lapped seal faces at a constant rate. The lower, primary seal unit, located between the pump and the lubricant chamber, shall contain one stationary and one positively driven rotating, corrosion and abrasion resistant tungstencarbide ring. The upper, secondary seal unit, located between the lubricant chamber and the motor housing, shall contain one stationary and one positively driven rotating, corrosion and abrasion resistant tungsten-carbide seal ring.
2.
Each seal interface shall be held in contact by its own spring system. The seals shall require neither maintenance nor adjustment nor depend on direction of rotation for sealing. The position of both mechanical seals shall depend on the shaft. Mounting of the lower mechanical seal on the impeller hub will not be acceptable. For special applications, other seal face materials shall be available.
3.
The following seal types shall not be considered acceptable or equal to the dual independent seal specified: shaft seals without positively driven rotating members, or conventional double mechanical seals containing either a common single or double spring acting between the upper and lower seal faces. No system requiring a pressure differential to offset pressure and to effect sealing shall be used.
4~
Each pump shall be provided with a lubricant chamber for the shaft sealing system. The lubricant chamber shall be designed to prevent overfilling . and to provide lubricant expansion capacity. The drain and inspection plug, with positive anti-leak seal shall be easily accessible from the outside. The seal system shall not rely upon the pumped media for lubrication. The motor shall be able to operate dry without damage while pumping under load.
5.
Where a seal cavity is present in the seal chamber, the area about the exterior of the lower mechanical seal in the cast iron housing shall have cast in an integral concentric spiral groove. This groove shall protect the seals by causing abrasive particulate entering the seal cavity to be forced out away from the seal due to centrifugal action.
6.
Seal lubricant shall be FDA Approved, nontoxic.
Pump Shaft 1.
Pump and motor shaft shall be the same unit. The pump shaft is an extension of the motor shaft. Couplings shall not be acceptable. The shaft shall be stainless steel - ASTM A479 S43100-T.
2.
If a shaft material of lower quality than stainless steel- ASTM A479 S43100-T is used, a shaft sleeve of stainless steel - ASTM A4 79 S431 00-T is used to protect the shaft material. However, shaft sleeves only protect the shaft around the lower mechanical seal.
333216-5
No protection is provided in the oil housing and above. steel sleeves will not be considered equal to stainless steel shafts.
J.
Impeller 1.
K.
M.
N.
The impeller(s) shall be of grey cast iron, Class 358, dynamically balanced, single shrouded design having a long throughlet without acute turns. The impellers shall be capable of handling fine slurry from the special cutters. lmpeller(s) shall be taper collet fitted and retained with an Allen head bolt. All impellers shall be coated with an acrylic dispersion zinc phosphate primer.
Volute 1.
L.
the use of stainless
Pump volute(s) shall be single-piece grey cast iron, Class 35B, non-concentric design with smooth passages large enough to pass any media that may enter the impeller. Minimum inlet and discharge size shall be as specified.
Protection 1.
All stators shall incorporate thermal switches in series to monitor the temperature of each phase winding. At 125ac (260°F) the thermal switches shall open, stop the motor and activate an alarm.
2.
A leakage sensor shall be available as an option to detect water in the stator chamber. The Float Leakage Sensor (FLS) is a small float switch used to detect the presence of water in the stator chamber. When activated, the FLS will send an alarm and, if desired, stop the motor. USE OF VOLTAGE SENSITIVE SOLID STATE SENSORS AND TRIP TEMPERATURE ABOVE 125aC (260aF) SHALL NOT BE ALLOWED.
3.
The thermal switches and FLS shall be connected to a Mini CAS (Control and Status) monitoring unit. The Mini CAS is designed to be mounted in any control panel.
Discharge Base 1.
A cast or ductile iron discharge elbow, furnished by the pump manufacturer, shall be provided for each pumping unit. The base shall be sufficiently rigid to firmly support the guide rails, discharge piping, and pumping unit under all operating conditions. The base shall be provided with one or more integral support legs or pads suitable for bolting to the floor of the wet well. iThe face of the discharge erbow inlet flange shall be perpendicular to the floor and make contact with the face of the pump discharge nozzle flange. The diameter and drilling of the elbow outlet flange shall conform to ANSIIASME B16.1, Class 125.
2.
The discharge elbow, which when bolted to the floor of the sump and discharge line, shall automatically and firmly connect with the pump discharge connection flange without the need for adjustment, fasteners, clamps or similar devices.
3.
The pump and motor assembly shall be automatically connected to and supported by the discharge base and guide rails so that the unit can be removed from the· wet well and replaced without the need for operating personnel to enter the wet well.
4.
Installation of the pump unit to the discharge connection shall be the result of a simple linear downward motion of the pump unit guided by the guide bar(s). No other motion of the pump unit, such as tilting or rotating, shall be acceptable. No portion of the pump unit shall bear directly on the floor of the wet well. There shall be no more than a 90 degree bend allowed between the volute discharge flanges and station piping.
Sliding Bracket 1.
Each pump shall be provided with an integral, cast iron, self-aligning guide rail sliding bracket. The bracket shall be designed to obtain a wedging action between flange faces
333216-6
final alignment of the pump occurs in the connected maintain proper contact and suitably sealed connection between operating conditions. 0.
Guide Rails 1.
P.
Q.
Each pumping unit shall be equipped with guide rail(s) constructed of Schedule 40S, Type 304, stainless steel pipe. Guide rail(s) shall be sized to fit the discharge base and the sliding bracket. Guide rail(s) shall extend upwards from the discharge base to the wet well access hatch at the top of the wet well. An upper guide rail bracket and intermediate supports shall be provided and shall be AISI Type 304 stainless steel. The upper guide bracket shall be provided with a support bracket for sensor and power cables.
Lifting Chain. 1.
Each pump shall be fitted with a stainless steel chain of sufficient capacity and length to permit raising the pump for inspection and removal. The chain shall be a minimum of 3/16-inch diameter and/or provide a safe working load of at least 2x the weight of the pump. The chain shall be attached to the top of pump and to the wet well top slab with stainless steel quick links and tie-wired to a stainless steel hook at the top of the wet well access hatch.
2.
Each submersible pump shall be furnished with one complete ITT Flygt-Lift Grip Eye system. The system shall consist of 10 meters (33ft.) of%" 0 nylon line, and forged steel Grip-Eye. The system shall be approximately sized for weight of pump to be lifted and for the chain diameter supplied. The system shall be provided separated from the pump and stored with the spare parts specified elsewhere in this Section.
Wetwell Mix Flush Valve 1.
2.03
The bracket shall faces under all
Pump station shall be equipped with a Mix Flush Valve System that automatically flushes the sump during initial operation of the pump. The system shall consist of the Flush Valve, Impeller and Volute. The operation of the valve shall depend only on the pump flow and pressure. No electrical components or cables are to be used with the valve. Thus, the valve is intrinsically safe and suitable for pumps used in hazardous locations.
PUMP CONTROL SYSTEM
A.
B.
General. 1.
A pump control system shall be furnished and installed inside the control panel by the pump supplier. The control system shall be specifically designed to control the pumps and motors provided. The control panel shall contain all the remote electrical and control equipment to provide for the automatic/manual operation of the pumps and shall consist of, but not necessarily be limited to, an enclosure, motor control panel, control transformers, circuit breakers, duplex GFI receptacle, motor starters, alternator, HOA selector switch, indicating lights, motor protective devices, wet well level regulating system, accessories, and all other components specified herein or otherwise required for a complete, properly operating pump control system. All components of the station shall conform to applicable NEMA and NEC requirements. Refer to Division 26 Specifications.
2.
The control system shall be designed to provide automatic start-stop of the pumps by sensing the water level within the wet well by use of a single Multitrode Level Sensing Probe. The control system shall be specifically designed for the pumps and motors provided and shall include all protective circuits, dry contacts, and relays.
Enclosure.
333216-7
C.
The Contractor shall furnish and install and herein.
2.
The control panel shall be contained in a single, enclosure, fabricated of not less than 14 gauge Type 304 stainless steel, NEMA 4X construction. The enclosure shall be at least 30 inches high by 24 inches wide. The interior door shall be constructed of .080 inch thick 6061-T6 aluminum. The door shall be provided with a stop mechanism to hold the doors open while working in the panel.
3.
All hour meters, "HOA" selector switches, alarm and indicating lights, push buttons, resets and wet well level indicator shall be mounted on the outside door of the control panel.
4.
The control panel shall be mounted as shown on the construction documents. The panel shall be mounted to the building with 1 5/8 inch by 1 5/8 inch, 12 gauge hot dipped galvanized or stainless steel Unistrut. Meter height shall be consistent with the power company's requirement. All hardware shall be 316 stainless steel. See Drawings for further information.
One enclosed and gasketed, incandescent, pendant-mount, alarm light with a 100-watt bulb, red globe, and guard shall be furnished and installed on the outside wall of the control panel. The alarm light shall be wired to illuminate when any alarm condition occurs.
Condensation Protection. 1.
I.
All stators shall incorporate thermal switches in series to monitor the temperature of each phase winding. At 125°C (260°F) the thermal switches shall open, stop the motor and activate an alarm. The indicating lamp shall remain on until it is manually reset.
Alarm Light. 1.
H.
A leakage sensor shall be provided to detect water in the stator chamber. The Float Leakage Sensor (FLS) is a small float switch used to detect the presence of water in the stator chamber. When activated, the FLS will send an alarm and, if desired, stop the motor. USE OF VOLTAGE SENSITIVE SOLID STATE SENSORS AND TRIP TEMPERATURE ABOVE 125oC (260°F) SHALL NOT BE ALLOWED.
Heat Sensor. 1.
G.
An alternator shall be provided to alternate pumps on each successive cycle of operation. The alternator shall be a solid state, Time Mark plug-in relay type alternator for duplex controls. A "Hand"-"Off''-"Automatic" selector switch and "Run" indicator light shall be provided for each pump.
Seal Leakage Detection. 1.
F.
Utility power to the panel shall be 230 volts, 1-phase, 60 hertz, 3-wire. 120V control power shall be derived from incoming power complete with primary circuit breaker. A separate 120V circuit breaker shall be provided for both the 120V sump pump and 120V GFCI Outlet.
Alternator. 1.
E.
shown on
Control Power 1.
D.
heavy duty
control
1.
Include heater and adjustable thermostat for prevention of condensation in control enclosure.
Phase Failure System.
333216-8
1.
J.
K.
L.
A failure manufactured by Time Mark, shall be to deactivate the pumps if one of 3 incoming power out or reduces in voltage beyond a predetermined or if power becomes out of phase. The system shall prevent motor restarting while the condition persists. A relay coil shall illuminate a control panel mounted indicating light to warn of phase failure. Also see Division 26.
Accessories: 1.
A lightning arrestor shall be provided loose for installation in the service entrance disconnect.
2.
One 2%", 6 digit non-reset hourmeter mounted on the outside of the control panel shall be provided for each pump.
3.
Surge protection to prevent damage to control components from power line surges or power line spikes and shall meet the requirements of UL 1449.
4.
Terminal blocks for all connections into the control panel.
Wet well Level Regulation System. 1.
Water level sensing shall consist of conductivity sensors mounted integral in a single probe. The probe length shall be 1.5 meters, with a minimum of 10 sensors. Provide 33 feet of cable integral to the probe. Relays shall be provided for 120VAC operation. The level probe shall be provided with a cleaning device in the wet well. It shall be provided with enough cable for the elevations and dimensions indicated on the Drawings for connection to the control unit without splicing.
2.
The probe shall be constructed from Upvc 32mm tubing with molded sensor units at regular intervals along the probe and shall be Multitrode Model 1.5/10-10. Each sensor unit will be PVC injected to prohibit ingress of moisture, and the sensor material will be Avesta SM0254 stainless steel. The probe will be mounted in a turbulent area of the wet well, suspended on its own cable and connected to a 6mm stainless steel hook which would hang from a 30mm stainless steel angle containing a polyurethane squeegee pad positioned min the opening into the wet well, so that the probe can be removed without entering the wet well. The squeegee will have a 30mm hole and slot, enabling the probe to be pulled through and cleaned. Probe cable shall be run in a separate conduit away from any high voltage cables.
3.
Ten (1 0) sensors will be spaced along the length of the probe assembly, and each will be individually connected to a correspondingly numbered PVC/PVD .75mm flexible cable. The molded sensor unit will contain two Avesta sensors mounted on opposite sides of sensor unit. Each Avesta sensor will be 24mm high and no wider than 2mm, and will protrude from the surface of the PVC. The probe shall be pressure injected with an epoxy resin to encapsulate all internal components and connections to form a rigid, homogenous unit. Each sensor unit containing the two Avesta sensors will be rotated 90 degrees to the previous sensor unit to eliminate tracking between sensors. The cable will be encoded with number and text along the entirety of the cable and at intervals not greater than 200mm, for identification. This cable will be dark blue in color, with the cores light blue. The flexible cables shall be capable of supporting the weight of the probe and able, without the need for additional support. The cable shall be secured to the top of the probe by a synthetic rubber compression fitting. The probe shall be covered by a ten-year manufacturer warranty. A low level "pumps off' float switch and high level "pumps on" float switch shall be provided as a backup pump operating system due to failure of the PLC controller or pressure transducer. Both float switches shall be wired to indicate an alarm condition.
Remote Alarming, Monitoring, and Status
333216-9
M.
1.
All status indication alarm and wet well level indication shall be provided with second set of required and terminated at terminal block in the control panel for use with Remote Monitoring and Alarming
2.
Remote Monitoring and Alarming Unit: Control Panel will be supplied with a cellular web based monitoring and alarm notification unit. The unit shall provide the capability to monitor remotely located equipment and machinery without dedicated telephones lines or radio systems .. In the event of an alarm condition, notifications shall be sent by sent email, pager or voice call to any location. Alarms shall include: high water, pump fail, power fail. The unit shall be Omnisite XR-50 and shall utilize the GuardDog Web in accordance with Owner requirements.
Electrical Appurtenances. 1.
Multiple position selector switches, switches for panel mounting shall plates. Switches shall be Square D, spring release type, provided with full
2.
Pilot lights shall be push to test, miniature, oiltight, transformer type, with legend plates. Lights shall be Square D, Class 9001 or equal. Glass color caps shall be furnished as follows:
3.
N.
key operated selector switches and pushbutton be miniature, non-illuminated, oiltight with legend Class 9001 or equal. Pushbutton switches shall be guard.
Color
Function
Green
Running
Red
Fault
Amber
Ready
The amber ready pilot light shall illuminate ready when the following are true:
a.
Control power is applied to the automatic portion of the pump control circuit. Power is available at the motor starter. The panel mounted HOA is in "auto".
b.
No pump faults exist and the pump is ready for control from the control panel.
c.
The ready condition shall remain true even when the drive is running.
4.
All electrical conduit inside the wet well shall be heavy wall schedule 40 PVC. Provide separate electrical conduits for each pump, the level control system and required spares.
5.
Additional electrical requirements and equipment shall be furnished and installed as specified in Division 26.
Spare Parts. Spare parts to be furnished with the panel include: 4
Relays, fuses and lamps (of each size and type)
alternator
2
Complete sets of all gaskets and a-rings for each pump
Grinder assembly
333216-10
0.
2. 04
A laminated copy of the panel-wiring door. A copy shall be included in the
r~,..,,.. .. .,.VVl
shall be attached to the inside of the outer and maintenance manuals given to the City.
WET WELL
A.
The wet well shall be cast in place concrete reinforced structures conforming to the applicable requirements of Division 13 of the specifications and of the size and dimensions shown on the Drawings with Type II Acid Resistant Portland Cement conforming to ASTM C-150.
B.
The interior and exterior surfaces shall have smooth surfaces free of voids, visible reinforcing wire, steel or honeycombs. Any evidence of these items shall be cause for rejection.
C.
Aluminum access hatches as shown on the Drawings, shall be cast in place in the top slab of both the wet well and valve vault.
D.
PVC wetwellliner system. The wetwell shall be lined as specified in Section 404600 "Structural Corrosion Barrier".
E.
24-inch wide by 1-1\2-inch tall stripes shall be painted on the interior of the wetwell at elevation intervals of 1-foot. The gradations shall be painted on the wall opposite of the discharge pipe penetrations beginning at elevation 805 (measure from bottom of the wetwell - see Pump Station Plan and Section) and continue at 1-foot intervals to elevation 812. Lettering indicating the elevation shall be painted to the left of the stripe and shall be centered vertically on the stripe. The lettering shall be 6-inches tall with a line thickness of %-inch minimum. The stripe and lettering shall be bright orange in color and shall be as specified for corrosive environments in the "Painting Section". The Contractor shall utilize stencils for both the stripe and the lettering.
PART 3 3.01
EXECUTION COMPATIBILITY OF EQUIPMENT.
A.
3.02
A.
In order to assure the proper performance and compatibility of interacting components within the intent of the specifications; the pumps and accessories and control system shall be supplied by the same vendor. All electrical equipment to be of same manufacturer, i.e. breakers, starters, disconnects, etc. PUMP TEST. The pump manufacturer shall perform the following inspections and test on each pump before · shipment from factory: 1.
Impeller, motor rating and electrical connections shall first be checked for compliance to the customer's purchase order.
2.
A motor and cable insulation test for moisture content or insulation defects.
3.
Prior to submergence, the pump shall be run dry to establish correct rotation and mechanical integrity.
4.
The pump shall be run for 30 minutes submerged, a minimum of 6 feet under water.
5.
The pumps shall be tested at the design gpm and TDH conditions.
6.
After the operational test, the insulation test is to be performed again.
333216-11
B.
C.
Field Tests: All pumping units shall be field tested after installation, in accordance with the Contract Documents, to demonstrate operation, without causing excessive noise, vibration, cavitation, and overheating. The field testing shall be performed in the presence of an experienced field representative of the manufacturer of each major item of equipment, who shall supervise the following tasks and shall certify in writing that the equipment and controls have been properly installed, aligned, lubricated, adjusted, and readied for operation: 1.
Impeller, motor rating and electrical connections shall first be checked for compliance to the customer's purchase order.
2.
A motor and cable insulation test for moisture content or insulation defects
3.
Startup, check, and operate the equipment over the entire speed range. The vibration shall be within the amplitude limits recommended in the Hydraulic Institute Standards. If, in the opinion of the Engineer, a pump exhibits excessive vibration, the vibration of the pump shall be recorded at a minimum of 6 pumping conditions defined by the Engineer. Any undue vibration or other unsatisfactory characteristics, as deemed by the Engineer, shall be cause for rejection of the equipment. In the event vibration or noise, caused by imbalance, exceeds satisfactory levels, the pump manufacturer shall make all required balancing adjustments, other adjustments, to provide a new pump, to bring the equipment within satisfactory levels.
4.
Pump performance shall be documented by obtaining concurrent readings showing motor voltage, amperage, pump discharge head, pump discharge flow, and wetwelllevel for at least 6 pump rotational speeds. Each power lead to the motor shall be checked for proper current balance.
5.
Electrical and instrumentation testing shall conform to applicable sections of these specifications.
6.
The field testing shall be witnessed by the Owner or its representative. In the event any of the pumping equipment fails to meet the specified requirements, it shall be modified and retested in accordance with the requirements of these specifications. The Contractor shall then certify in writing that the equipment has been satisfactorily tested, and that all final adjustments thereto have been made. Certification shall include date of final acceptance test, as well as a listing of all persons present during tests, and resulting test data. The costs of all work performed in this paragraph by factory-trained representatives shall be borne by the Contractor.
7.
Acceptance: In the event of failure of any pump to meet any of the above requirements or efficiencies, the Contractor shall make all necessary modifications, repairs, or replacements to conform to the requirements of the Contract Documents and the pumps shall be retested until found satisfactory at no additional compensation.
7 Day Operational Test: The final test shall be conducted for a period of 7 continuous days, 24 hours a day in automatic operation. During the Operation Test, the Contractor shall be responsible for all aspects of the operation of the station including all power, maintenance, monitoring, and all other tasks associated with the proper operation of the station. 1.
Each pump station shall be continuously operated by the Contractor. The Contractor shall provide the Engineer and City with the names and phone numbers of at least two contacts available at all times during the testing.
2.
The Contractor shall alert the Engineer and City of any operational changes during this period. The Contractor shall inspect the station each morning and each evening of every day of the operational period.
3.
Inspection logs shall be recorded on a standardized form that includes the following information:
a.
Hours of operation of each pump.
333216-12
b.
Wastewater flow data for the monitoring Current wetwell level.
3.03
A.
3.04
A.
3.05
A.
d.
Current speed of pump in operation (Hz).
e.
Discharge pressure.
PUMP INSTALLATIONS The Contractor shall perform the following work to install the pumps, piping and accessories. 1.
Provide electrical service in accordance with the attached drawings and in Division 26 of these specifications.
2.
The discharge base elbow and the submersible sewage pumps shall be installed in accordance with the manufacturer's detailed instructions and aligned with discharge piping and guide rails.
3.
The interior piping shall be installed. The discharge piping shall be connected in a manner to prevent strain on the equipment.
4.
All piping and valves shall be installed in accordance with the applicable sections of Division 33.
5.
Anti-seize compound shall be liberally applied to the threaded portion of all stainless steel bolts during assembly to prevent galling. Anti-seize compound shall be Jet-Lube "Nikal", John Crane "Thred Gard Nickel", Never-Seez "Pure Nickel Special", or Permatex "Nickel Anti-Seize".
PUMP AND CONTROL WARRANTY The Contractor shall furnish to the Owner prior to approval of the project for payment the following warranties and documents: 1.
Manufacturers Warranty. The manufacturer of equipment furnished under this section shall guarantee pumps and pump motors in accordance with any standard extended warranty period formally offered by equipment manufacturer.
2.
The manufacturer of the level regulation system shall warrant it to be of quality construction, free from defects in materials and workmanship for a period of two years.
3.
The pump manufacturer shall warrant each pump being supplied to the owner against defects in workmanship and material for a period of five (5) years or 10,000 hours. The warrantee shall provide 100% coverage for all labor, expenses and parts for the first two years, 75% for the third year and 50% for the last two years. Labor shall be at normal hourly rates and parts shall be at typical discounted costs. The warranty .shall be in printed form and apply to all similar units.
4.
The Contractor shall singularly warrant the pump station and all appurtenances to be free from defects in material and workmanship for a period of one (1) year from the date of final acceptance by the Owner. Partial warrantees by the various equipment suppliers shall not be acceptable.
WET WELL INSTALLATION Structures shall be installed in strict accordance with the applicable requirements relating to manholes and as detailed on the Drawings.
333216-13
3.06
ELECTRICAL/CONTROL SYSTEMS.
A.
Electrical equipment shall be of the type and quality set forth herein and in accordance with Division 26. Items of equipment installed inside the control panel shall be arranged as shown on the drawings and as specified.
B.
All work shall be performed and all materials shall be in accordance with the National Electrical Code, the National Electrical Safety Code, and applicable local regulations and ordinances. Where required by applicable codes, materials and equipment shall be listed by Underwriters• Laboratories or other testing organization acceptable to the governing authority.
C.
Sealing of Conduits. Conduit extending from the wet well to the valve vault shall be sealed as set forth herein. After cable has been installed and connected, conduit ends shall be sealed by an approved sealing compound forced into conduits to a minimum depth equal to twice the conduit diameter but not more than 4 diameters.
3.07
A.
START UP SERVICE The Contractor shall further provide the services of a factory-trained representative to perform initial start-up of the pump station and to instruct the Owner•s operating personnel in the operation and maintenance of the equipment provided by them. A written report of the results of the start-up process shall be submitted to the Engineer. The report shall state that the pumps and controls have been properly installed and are operating correctly in accordance with the manufacturer's recommendations and Contract Documents. It shall also indicate any problems or corrections made during the start-up.
END OF SECTION
333216-14
PART 1 1.01
GENERAL WORK INCLUDED
A.
1.02
The Contractor shall furnish and install polyvinyl chloride (PVC) pressure pipeline, complete in place, all in accordance with the requirements of the Contract Documents. CONTRACTOR SUBMITTALS
A.
Shop Drawings. The Contractor shall submit shop drawings of pipe, fittings, and appurtenances in accordance with the requirements in Section entitled "Submittals".
B.
Certifications. The Contractor shall furnish a certified affidavit of compliance for all pipe and other products or materials furnished under this Section of the Specifications, as specified in the referenced standards and the following supplemental requirements:
C. 1.03
1.
Hydrostatic proof test reports.
2.
Sustained pressure test reports.
3.
Burst strength test reports.
All expenses incurred in making samples for certification of tests shall be borne by the Contractor. QUALITY ASSURANCE
A.
Tests. Except as modified herein, all materials used in the manufacture of the pipe shall be tested in accord.ance with the requirements of this Section of the Specifications, as specified in the referenced standards, as applicable.
B.
In addition to those tests specifically required, the Engineer may request additional samples of any material for testing by the Owner. The additional samples shall be furnished at no additional cost to the Owner.
PART2 2.01
PRODUCTS GENERAL
A.
PVC pressure pipe shall conform to the applicable requirements of ANSI/AWWA SDR 21. Wall thickness shall be equivalent to a pressure rating of 200 psi, unless otherwise specified or noted on the Drawings.
B.
Couplings shall be MJ Coupling or Pipe Joint coated and lined as specified for Ductile Iron Pipe.
C.
Forcemain Alignment: When horizontal or vertical deflections are required for the forcemain, the angular divergence of the axis of any two adjacent lengths of pipe shall not exceed 75 percent of the manufacturer's recommendation. Grade changes and alignment deflections shall be made at the grades or angles shown on the drawings and adjusted to fit the field conditions.
D.
Where pressure force main pipe connects to a manhole, contractor shall use appropriate fittings and larger diameter discharge pipe as shown on the plans. ·
333400-1
E.
Pipe fittings shall be pressure rated fittings
F.
Contractor shall provide thrust blocking at all bends.
G.
Pipe to be laid a minimum of 42 inches below finished grade to prevent freezing.
H.
Pipe shall be laid with tape and locator wire.
2.02
described above for force main.
PVC PRESSURE PIPE, 4-INCHES AND LARGER
A.
The pipe shall be of the diameter and pressure class specified or shown, shall be furnished complete with rubber gaskets, and all specials and fittings. The dimensions and pressure classes for Dimension Ratios for PVC pressure pipe with Cast-Iron Pipe Equivalent O.D.'s shall conform to the requirements of AWWAC900.
B.
Joints: 1.
All joints for the buried PVC pipe shall be an integral bell manufactured on the pipe. The bell shall be the same thickness as of the pipe barrel, or greater thickness. The gasket shall be snugly seated in deep grooves to prevent gasket roll-out during assembly.
2.
Bolts and Nuts for Flanges and Mechanical Joints: a.
Bolts and nuts located indoors, outdoors above ground, and in vaults and structures shall be carbon steel, ASTM A307, Grade B.
b.
Bolts and nuts for buried and submerged applications shall be high strength cast iron or alloy steel tee head bolts and hex nuts in accordance with ANSI/AWWA C111/A21.11.
c.
Provide washers for each nut. Washers shall be of the same material as the nuts.
C.
Joint Deflection. Deflection at the joint shall not exceed 1.5 degrees or three-fourths the maximum deflection recommended by the manufacturer, whichever is less. No deflection of the joint shall be allowed for joints which are overbelled or not belled to the stop t;nark.
D.
FITTINGS
2.03
1.
Fittings shall be mechanical joint ductile iron conforming to ANSI AWWA C11 O/A21.1 0, and shall be rated for a working pressure of 250 psi.
2.
Each fitting shall be clearly labeled to identify its size and pressure class.
PVC (POLYVINYL CHLORIDE) PRESSURE PIPE, 3%-INCHES IN DIAMETER AND SMALLER
A.
Solvent Welded: PVC pipe in sizes 1-% to 3%-inches in diameter shall be made from all new rigid unplasticized polyvinyl chloride and shall be CELL CLASSIFICATION 12454-B, SDR 21 and shall conform to ASTM D 2241. Fittings shall comply with ASTM D 2466 and shall be made of the same material and have the same pressure rating of the pipe. Solvent cement shall conform to ASTM D 2564 and the primer shall conform to ASTM F 656.
B.
Gasketed PVC pipe in sizes 1-% to 3%-inches in diameter shall be made from all new rigid unplasticized polyvinyl chloride and shall be CELL CLASSIFICATION 12454-B, 21 (200 psi), and shall conform to ASTM D 2241. Fittings shall comply with ASTM D 3139 and shall be made of the same material and have the same pressure rating of the pipe. Gaskets shall conform to ASTM F 477.
C.
Unless otherwise shown, joint design for above ground PVC pipe shall be solvent welded and gasketed for buried installations.
2.04
THRUST RESTRAINT
A.
Thrust restraint shall be provided as shown on the Drawings. 333400-2
B.
2.05
The following three sub-sections delineate the mechanically restrained "'""'"""',.'"' at:::ceptalble for 3-inch through 24-inch PVC Pipe. See these individual for the particular and allowable sizes for each system. GRIP WEDGE TYPE MECHANICALLY RESTRAINED PVC PIPE.
A
PVC pipe shall be mechanically restrained only where specifically delineated on the drawings.
B.
Restraint devices for nominal pipe sizes 3 inch through 36 inch shall consist of multiple gripping wedges incorporated into a follower gland meeting the applicable requirements of ANSI/AWWA C11 O/A21.1 0.
C.
The devices shall have a working pressure rating equal to that of the pipe on which it is used. Ratings are for water pressure and must include a minimum safety factor of 2:1 in all sizes.
D.
Gland body, wedges and wedge actuating components shall be cast from grade 65-45-12 ductile iron material in accordance with ASTM A536.
E.
Ductile iron gripping wedges shall be heat treated within a range of 370 to 470 BHN.
F.
Three (3) test bars shall be incrementally poured per production shift as per Underwriter's Laboratory (U.L.) specifications and ASTM A536. Testing for tensile, yield and elongation shall be done in accordance with ASTM E8.
G.
Chemical and nodularity tests shall be performed as recommended by the Ductile Iron Society, on a per ladle basis.
H.
An identification number consisting of year, day, plant and shift (YYDDD) (plant designation) (Shift number), shall be cast into each gland body.
I.
All physical and chemical test results shall be recorded such that they can be accessed via the identification number on the casting. These Material Traceability Records (MTR's) are to be ·made available, in hard copy, to the purchaser that requests such documentation and submits his gland body identification number.
J.
Production pieces that are too small to accommodate individual numbering, such as fasteners and wedges, shall be controlled in segregate inventory until such time as all quality control tests are passed. These component parts may then be released to a general inventory for final assembly and packaging.
K.
All components shall be manufactured and assembled in the United States. The purchaser shall, with reasonable notice, have the right to plant visitation at his/her expense.
L.
Coating for restraint devices shall consist of the following:
M.
1.
All wedge assemblies and related parts shall be processed through a phosphate wash, rinse and drying operation prior to coating application. The coating shall consist of a minimum of two coats of liquid Xylan® fluoropolymer coating with heat cure to follow each coat.
2.
All casting bodies shall be surface pretreated with a phosphate wash, rinse and sealer before drying. The coating shall be electrostatically applied and heat cured. The coating shall be a polyester based powder to provide corrosion, impact and UV resistance.
3.
The coating system shall be MEGA-BOND by EBAA Iron, Inc. or approved equal. Requests for approved equal must submit coating material and process details for review prior to bid.
Approvals: 1.
Mechanical Joint Restraints shall be Listed by Underwriters Laboratories in the 4 inch through 12 inch sizes.
2.
Mechanical Joint Restraints shall be Factory Mutual Approved in the 4 inch through 12 inch sizes. 333400-3
2.06
inch through
inch, shall meet or
exc::ee~d
the
3.
Mechanical Joint ASTM F1674.
4.
Mechanical joint restraint shall be Series 2000PV produced by EBAA Iron Inc. or approved equal.
FULL CIRCUMFERENTIAL TYPE MECHANICALLY RESTRAINED PVC PIPE.
A.
PVC pipe shall be mechanically restrained only where specifically delineated on the drawings.
B.
PVC push-on pipe type joint restraint shall utilize ductile iron retainers for restraining pipe joints. Retainers shall be cast from ductile iron conforming to ASTM A536 and shall have a sufficient number of ductile tie bolts to restrain working and tests pressures as required. Joint restraint for AWWA C-900 pipe shall utilize "600 Series Pipe Restraining System" as manufactured by Romac Industries, Inc. or approved equal.
C.
Joint restraint for connection of PVC push-on pipe to ductile iron fittings shall utilize a mechanical joint retainer gland. The mechanical joint restraint shall have a working pressure of at least 150 psi with a minimum safety factor of 2:1. The restraint system shall be ULand FM approved. Dimensions of the glands shall permit the glands to be used with standard mechanical joint bells and the head bolts conforming to ANSI A21.11 and A21.53 and AWWA C111 and C153. Retainers shall be cast from ductile iron conforming to ASTM A536 and shall have a sufficient number of 304 stainless steel tie bolts and teflon coated nuts to restrain working and test pressure as required. The retainers shall be "Grip Ring Pipe Restrainer" as manufactured by Romac Industries, Inc, or approved equal. Requests for approved equal must submit coating material and process details for review prior to bid.
D.
Approvals:
2.07
1.
Mechanical Joint Restraints shall be Listed by Underwriters Laboratories in the 4 inch through 12 inch sizes.
2.
Mechanical Joint Restraints shall be Factory Mutual Approved in the 4 inch through 12 inch sizes.
CIRCUMFERENTIAL SERRATED TYPE MECHANICALLY RESTRAINED PVC PIPE.
A.
PVC pipe shall be mechanically restrained only where specifically delineated on the drawings.
B.
PVC push-on pipe type joint restraint shall utilize split ductile iron retainers, one installed on. the spigot and one installed on the pipe barrel behind the bell for restraining pipe joints. The restraint devices shall incorporate a series of serrations on the inside diameter to provide positive restraint, exact fit, 360° contact and support of the pipe wall. Retainers shall be cast from ductile iron conforming to ASTM A536 and shall be connected by a sufficient number of threaded rods bolts to restrain working and tests pressures as required. All threaded rods, bolts, nuts and fasteners shall be Type 304 stainless steel, without exception. All restraint devices shall have a water working pressure rating equivalent to the full rated pressure of the PVC pipe they are installed on or 150 psi, whichever is greater and a minimum 2:1 safety factor in any nominal pipe size. In addition, they shall meet or exceed the requirements of Uni-813-94, Recommended Performance Specification For Joint Restraint Devised For Use With Polyvinyl Chloride (PVC) Pipe. Notarized certification from the manufacturer of the restraint device shall be provided as part of the submittal information. The restraint devices shall be Series 1390 as manufactured by Uni-Fiange for AWWA C-900 pipe or approved equal.
C.
Restrained joints for connection of PVC push-on pipe to ductile iron fittings shall utilize a split ductile iron retainer installed on the spigot for restraining pipe joints. The restraint devices shall incorporate a series of serrations on the inside diameter to provide positive restraint, exact fit, 360° contact and support of the pipe wall. Retainers shall be cast from ductile iron conforming to ASTM A536 and shall be connected to the mechanical joint and follower gland by a sufficient number of threaded rods bolts to restrain working and tests pressures as required. All threaded rods, bolts, nuts and fasteners shall be Type 304 stainless steel, without exception. All restraint devices shall have a water working pressure rating equivalent to the full rated pressure of the PVC pipe they are installed on or 150 psi, whichever is greater and a minimum 2:1 safety factor in any nominal pipe size. In addition, they shall meet or exceed 333400-4
the of Uni-8-1 Recommended Performance For Joint Restraint Devised For Use With Polyvinyl Chloride (PVC) Pipe. Notarized certification from the manufacturer of the restraint device shall be provided as of the submittal information. The restraint devices shall be Series 1300 as manufactured by Uni-Fiange for AWWA C-900 pipe or approved equal. 2.08
UNDERGROUND PIPE TRACER WIRE
A.
Tracer wire shall be installed on all PVC pressure sewer mains and service lines. The wire shall be installed in such a manner as to be able to properly trace all sewer mains and service lines without loss or deterioration of signal and without the transmitted signal migrating off the tracer wire. Locator wire installation, including signal loss, shall be warranted under the 1-year pipe and workmanship warranty.
B.
Contractor must prove continuity of locator wire after installation is complete. Owner's representative must be present during continuity test.
C.
Locator wire from an alternate manufacturer must be specified as locator or tracer wire and shall not be conductor wire for other purposes. Locator wire shall be a minimum 1,500' (Ft.) rolls and be installed in such a manner to keep splices to an absolute minimum. Rolls of 500' (Ft.) are only acceptable on jobs of less than 500' (Ft.) in length. All connections or splices shall be made with a Splice Kit equal to 3MDBR-Part Number -054007-09964. Wire to be taped to top of pipe. See detail in plans. 1. Locator wire for pipeline i. Locator wire shall be Direct Burial #12 AWG Solid (.0808" diameter), 21% conductivity annealed copper-clad high carbon steel high strength tracer wire, 380# average tensile break load, 45 mil. high molecular weight-high density blue polyethylene jacket complying with ASTM-D-1248, 30 volt rating. ii. Locator wire shall be Copperhead *12 AWG-Solid HS-CCS Tracer Wire *45MIL HOPE * 30 Volt * Direct Burial or approved equal. 2. Locator wire for directional bores and highway crossing i. Locator wire shall be Direct Burial #12 AWG Solid (.0808" diameter), 21% conductivity copper-clad hard drawn high carbon steel extra ~igh strength horizontal directional drill tracer wire, 1150# average tensile break load, 45 mil. high molecular weight-high density blue polyethylene jacket complying with ASTM-D-1248, 30 volt rating. ii. Locator wire shall be Copperhead * 12 AWG-Solid EHS-CCS Horizontal Directional Drill Tracer Wire* 45 MIL HOPE* 30 Volt* Direct Burial or approved equal.
D.
Pipeline marker/terminal post shall be a TriView Terminal Post with external terminals as manufactured by Rhino, Trace-o-Fiex as manufactured by Carsonite, or approved equal. Color shall conform to industry standard color coding for the liquid/material being conveyed.
E.
Pipeline marker/terminal posts may be field located slightly off the pipeline alignment next to a fence post or similar item to keep it out of a mowed, farmed or traveled way. The exact location shall be determined by the Engineer based upon actual field conditions.
2.09
CORROSION PROTECTION
A.
The exterior of all buried ductile iron fittings, restrained joints and valves shall be protected from corrosion by a seamless linear low-density polyethylene (LLDPE) tube conforming to ANSI/AWWA C1 05/A21.5 with a minimum thickness of 8 mils.
B.
The tube shall have markings placed at two-foot intervals and include the manufacturer's name and/or trade mark, the year of manufacture, the standard designation ANSI/AWWA C1 05/A21.5, the minimum film thickness and material type, the application range of pipe nominal diameters for the film, and a warning notice: "Warning- Corrosion Protection- Repair any Damage."
C.
Corrosion protection supplied in 48-inch wide flat sheets shall be used to cover irregular shaped valves, fittings and appurtenances not protected by the tube form of polyethylene wrap. 333400-5
shall
D. PART 3 3.01
2-inch wide
ten (1 0) mil thickness and supplied by the
manufacturers.
EXECUTION GENERAL
A.
All laying, jointing, testing for defects and for leakage shall be performed in the presence of the Engineer, and shall be subject to acceptance by the Engineer. All material found during the progress to have defects will be rejected and the Contractor shall promptly remove such defective materials from the site of the work.
B.
Installation shall conform to the requirements of AWWA M23, AWWA C-605, instructions furnished by the pipe manufacturer, and to the supplementary requirements or modifications specified herein. Wherever the provisions of this Section and the aforementioned requirements are in conflict, the more stringent provision shall apply. SHIPPING, HANDLING AND STORAGE
3.02 A.
Special care in handling shall be exercised during delivery, distribution and storage of pipe to avoid damage. Damaged pipe will be rejected and shall be replaced at the Contractor's expense. Pipe stored prior to use shall be stored in such a manner as to keep the interior free from dirt and foreign matter.
B.
The pipe manufacturer's recommendation for handling, storing, unloading and cutting pipe shall be followed. Individual pipes shall not be allowed to drop from the truck when unloading. Pipe units shall not be handled with chains or single cables. Pipe shall not be stored more than two units high. Care shall be taken in handling and laying pipe and fittings to avoid damaging the pipe or scratching or marring machined or finished surfaces.
3.03
THRUST BLOCKING
A.
The Contractor shall place reaction thrust blocking at the backs of all fittings, including elbows, tees, tapping sleeves, valves and other fittings as shown on the Drawings and/or as directed by the Engineer. Blocking shall be cast in place against undisturbed earth. The concrete for thrust blocking shall be as specified in the "Cast-in-Place Concrete" Section.
B.
The cost for thrust blocking shall be included in the linear foot price of the force main or individual fitting, as delineated in the "Measurement and Payment" Section.
3.04
INSTALLATION
A.
Unless otherwise directed, PVC pipe shall be laid with the bell ends facing upstream in the normal direction of flow and in the direction of laying.
B.
Proper and suitable tools and appliances for the safe convenient handling and laying of pipe shall be used and shall, in general, agree with manufacturer's recommendation. At the time of laying, the pipe shall be examined carefully for defects, and should any pipe be discovered to be defective after being laid, it shall be removed and replaced with sound pipe by the Contractor at his expense.
C.
The Contractor shall perform all earthwork including excavation, backfill, bedding, compaction, sheeting, shoring and bracing, dewatering and grading in accordance with the specifications.
D.
Upon satisfactory excavation of the pipe trench and completion of the pipe bedding, a continuous trough for the pipe barrel and recesses for the pipe bells, or couplings, shall be excavated by hand digging. When the pipe is laid in the prepared trench, true to line and grade, the pipe barrel shall receive continuous, uniform support and no pressure shall be exerted on the pipe joints from the trench bottom.
333400-6
to the lines and indicated on the good alignment both horizontally and vertically.
E.
Pipe and fitting shall be laid Care shall be taken to ensure
F.
Each length of pipe shall have a firm bearing along its entire length. shown on the Drawings.
G.
The bell and spigot of the pipe shall be thoroughly cleaned prior to assembly. Only lubricants made by the pipe manufacturer may be used on the spigot.
H.
Homing the pipe shall be accomplished by the use of a hydraulic or mechanical pulling device, unless otherwise accepted by the Engineer. No pipe shall be driven or struck in order to seat it home.
I.
Pipe shall be cut by means of saws, power driven abrasive wheels or pipe cutters, which will produce a square cut. No wedge-type roller cutters will be permitted.
J.
Cut ends to be used with push-on joints shall be carefully chamfered and the reference mark located in accordance with the manufacturer's recommendation to prevent cutting the gasket when the pipe is laid or installed.
3.05
Embedment requirements are
UNDERGROUND PIPE TRACER WIRE A.
Tracer wire shall be laid flat and securely affixed to the pipe at 10' intervals. The wire shall be protected from damage during the execution of the work. No breaks or cuts in the tracer wire or tracer wire insulation shall be permitted. The tracer wire shall not be allowed to be placed between the saddle and the sewer main at service locations.
B.
Contractor shall test the entire tracer wire system in the presence of the Engineer to verify continuity in the system and to ensure no damage was incurred during installation. Any tracer wire segments found to be damaged shall be corrected at the Contractors expense.
3.06
FIELD TESTING
A.
Field testing shall conform to the requirements of the M DNR Design guide 10 CSR 20-8.12(5)(H)5 and 10 CSR 20-8.12(5)(1) and Section 330113.
B.
Cleaning methods shall be acceptable to the Engineer, and must be sufficient to remove silt, rocks, or other debris which may have entered the pipeline during its installation and shall also follow the requirements of Section entitled "Pipeline Testing".
END OF SECTION
333400-7
THIS PAGE INTENTIONALLY LEFT BLANK.
333400-8
400100 WEllS
PART 1 1.01
GENERAL WORK INCLUDED
A
The Contractor shall abandon existing residential water well according to the following specifications which is based on Missouri DNR PUB2281 dated May 2014. REQUIRED REPORTING
1.02
A
Missouri law RSMo 256.600 to 256.640 requires that the plugging of abandoned wells be registered with the Department of Natural Resources within 60 days of work completion. Staff will review the record to ensure that the well was plugged according to the Missouri Well Construction Rules.
B.
In addition, the contractor shall provide the Engineer a copy of the well closing documentation.
1.03
MISSOURI DNR CONTACT
A
Missouri department of Natural Resources Missouri Geological Survey Geological Survey Program Wellhead Protection Section Phone: 573-368-2165 Fax: 573-368-2317 welldrillers@dnr. mo. gov PO Box 250, Rolla, MO 65402
B.
Existing well records can be located at: W\MN.dnr.mo.gov/mowells/
PART2 2.01
PRODUCTS CHLORINE
A 2.02
Any household liquid bleach may be used. GROUT
A
Concrete is not acceptable.
B.
Acceptable grouts:
2.03
A
1.
Sodium bentonite, which usually comes in 3/8-inch chips.
2.
Neat cement, which is a mix of one 96-pound bag of Portland cement and no more than 6 gallons of clean water.
CLEAN FILL MATERIAL Examples of clean fill included gravel, varied size agricultural lime or sand.
400100-1
PART 3 3.01
EXECUTION PLUGGING A BEDROCK WELL
A.
Remove the existing pump and any other debris.
B.
Any water in an abandoned well should be chlorinated prior to plugging. This helps prevent bacteria from entering the aquifer. To chlorinate a well, pour liquid household bleach in the well before adding the clean fill material. Examples of clean fill include gravel, varied-size agricultural lime or sand. For most wells, 1 gallon of liquid bleach is sufficient. If there is not water in the well, the fill must be chlorinated prior to putting it in the well.
C.
Dig around the casing to 3-feet below the surface and cut off the casing.
D.
Clean fill material may be used from the bottom of the well to a point 50 feet below the bottom of the casing.
E.
Grout is then used from the top of the fill within 2 feet of the surface, extending into the excavated area at least 1 foot.
F.
The remaining 2 feet should be filled with clay or clay-rich soil.
G.
If the casing depth is unknown, the well must be plugged full length with approved grout.
END OF SECTION
400100-2
PART1 1.01
GENERAL SCOPE
A.
This specification includes all work, materials and equipment required for the lining of concrete structures. The purpose is to provide corrosion protection by the application of a spray applied monolithic liner to all substructure interior surfaces in wet well structures. Procedures for surface preparation, cleaning, application, and testing are described herein.
B.
The below ground interior area of the wet well structures at the pump station shall be sealed and protected with the specified lining. All vertical and horizontal surfaces shall be protected including, but not limited to, the walls, channels, floors, and ceiling; and any other below ground surface exposed to the interior environment.
c.
Requirements for surface rehabilitation, preparation, repairs, and coating application to specified surfaces.
1.02
A.
MANUFACTURERS The monolithic resin liner shall be as manufactured by one of the following: 1.
Tnemec. a.
Contact Information: Midwest Coating Consultants, Inc.:
1.03 A.
Dustin Keilbey: {816} 806-6356
REFERENCES American Society for Testing and Materials (ASTM} Annual Book of Standards: 1.
ASTM 0638-91: Test Method for Tensile Properties of Plastics.
2.
ASTM 0790-91: Test Methods for Flexural Properties of non-reinforced and reinforced Plastics and Electrical Insulating Materials.
3.
NACE - The published standards of National Association of Corrosion Engineers (NACE International}, Houston, TX.
4.
1.04
A.
SSPC- The published standards of the Society of Protective Coatings, Pittsburgh, PA.
SUBMITIALS The following items shall be submitted:
404600-1
1.
A schedule of work that includes a detailed listing of items necessary for
oft he work,
in the order in which the items will be performed, including an overall timeline for completion of the application. 2.
Technical data sheet on each product used, including ASTM test results indicating the product conforms to and is suitable for its intended use per these specifications.
3.
Material Safety Data Sheets (MSDS} for each product used.
4.
Project specific guidelines and recommendations.
5.
Applicator Qualifications: a.
Manufacturer certification that Applicator has been trained and approved in the handling, mixing and application of the products to be used.
b.
Certification that the equipment to be used for applying the products has been manufactured or approved by the protective coating manufacturer and Applicator personnel have been trained and certified for proper use of the equipment.
c.
Three (3} recent references of Applicator (projects similar size and scope} indicating successful application of a resin based coating by plural component spray app.lication.
d. 6.
Proof of any necessary federal, state, or local permits or licenses necessary for the project.
Design details for any additional ancillary systems and equipment to be used in site and surface preparation, application and testing.
B.
The Contractor shall submit detailed procedures describing the proper surface rehabilitation and preparation requirements prior to placing the monolithic lint:;r. The submittal shall include, but not necessarily be limited to:
1. · 2. 3.
Rebar rehabilitation procedures. Spot grouting and/or overall grouting procedures. Surface preparation requirements including profile roughness limits, moisture tolerances, and the means by which the surface will be prepared for application of the liner system.
c.
The Contractor shall submit pinhole and damage repair procedures including butnot necessarily limited to: detection of pinholes using holiday detection, surface preparation requirements, and coating application and thickness requirements.
1.05
QUALITY ASSURANCE
A.
Furnish materials of quality required by the American Society for Testing and Materials (ASTM} standards or other approved standards and specifications.
B.
Applicator shall initiate and enforce quality control procedures consistent with applicable ASTM, NACE, and SSPC standards and the protective coating manufacturer's recommendations.
404600-2
c.
Provide
against defective materials and workmanship in accordance with the
of these specifications.
1.06
DELIVERY, STORAGE, AND HANDLING
A.
Materials are to be kept dry, protected from weather and stored under cover.
B.
Protective coating materials are to be stored between 50 deg F and 90 deg F. Do not store near flame, heat, or strong oxidants.
c. 1.07
Protective coating materials are to be handled according to their material safety data sheets. SITE CONDITIONS
A.
Applicator shall conform to all local, state, and federal regulations including those set forth by OSHA, RCRA and the EPA and any other applicable authorities.
B.
Method statements and design procedures are to be provided by the Contractor when confined space entry, flow diversion, or bypass is necessary in order for Applicator to perform the specified work.
1.08
WARRANTY
A.
Applicator shall warrant all work against defects in materials and workmanship for a period of one (1) year, unless otherwise noted, from the date of final acceptance of the project. Applicator shall, within a reasonable time after receipt of written notice thereof, repair defects in materials or workmanship which may develop during said one (1) year period, and any damage to other work caused by such defects or the repairing of same, at his own expense and without cost to the Owner.
B.
If the Manufacturer's standard warranty is longer than that specified above, the Contractor shall submit the necessary documentation. If the Manufacturer offers an extended warranty, the Contractor shall submit the necessary documentation regarding the warranty period and any associated costs.
1.09
SERVICES OF MANUFACTURER'S REPRESENTATIVE
A.
The Contractor shall provide the services of a qualified manufacturer's technical representative who shall adequately supervise the surface preparation, installation and testing of the coating system. The Manufacturer's Representative shall be on site to supervise and direct all coating operations and procedures.
B.
Any additional time required to achieve successful installation and operation shall be at the expense of the Contractor. The manufacturer's representative shall sign in and out at the office of the Resident Representative on each day he is at the project.
404600-3
PART 2.01
PRODUCTS GENERAL
A.
This specification lists specific products manufactured by Tnemec Company, Inc. of Kansas City, Missouri. Materials specified herein are cited as minimum standard of quality which will be acceptable.
B.
Materials specified herein shall not preclude consideration of equivalent materials.
Equivalent
materials shall be submitted to Engineer for consideration and shall be made at least ten (10) days prior to the date of bids. Requests for substitution shall include evidence of satisfactory past performance B.
Substitutions will not be considered that change number of coats or do not meet specified total dry film thickness.
c.
Contractor shall state in the bid the amount of deduct to use equivalent materials to those specified.
D.
The surfaces to be coated are all horizontal and vertical surfaces from inside the wet wells, including but not limited to the walls, channels, and floor.
2.02
A.
TNEMEC Surfaces to be coated shall receive one coat of Series 434 Perma-Shield H2S with a total DFT of 125 mils. Surface preparation for all systems including damage repair with Series 218-1000 Mortarclad for shallow repairs and .. Holiday .. testing in accordance with NACE SPO 188 shall be in strict accordance with the manufacturer's recommended procedures and requirements. The coating systems shall be installed by properly trained and authorized companies whose installers are experienced, thoroughly familiar with and have installed these coating systems in the' past. All coating system requirements specified herein shall remain unchanged.
2.03
EXISTING PRODUCTS
A.
Standard Portland cement or new concrete (not quick setting high strength cement) must be well cured prior to application of the protective coating. Generally, 28 days is adequate cure time for standard Portland. If earlier application is desired, compressive or tensile strength of the concrete can be tested to determine if acceptable cure has occurred. (Note: Bond strength of the coating to the concrete surface is generally limited to the tensile strength of the concrete itself. Owner may require Elcometer pull tests to determine suitability of concrete for coating).
B.
Cementitious patching and repair materials other than those specified for rebar rehabilitation should not be used unless their manufacturer provides information as to its suitability and procedures for topcoating with the specified coating. ·Project specific submittals should be provided including application, cure time, and surface preparation procedures, which permit optimum bond strength with the coating. The grout used for the rebar rehabilitation shall be compatible with the coating system used.
404600-4
2.04
REPAIR MATERIALS
A.
Repair materials shall be used to fill voids as determined necessary by the Owners Representative and protective coating applicator. Repair materials must be compatible with the specified coating and shall be applied in accordance with the manufacturer's recommendations.
PART 3 3.01
EXECUTION INSPECTION
A.
It is the responsibility of the Contractor to inspect and report unacceptable concrete substrate surface conditions to the Engineer prior to the commencement of surface preparation activities.
3.02
ACCEPTABLE APPLICATORS
A.
Repair mortar/grout applicators shall be trained to properly apply the cementitious/epoxy mortar according to manufacturer•s recommendations.
B.
Protective coating must be applied by a Certified Applicator of the protective coating manufacturer and according to manufacturer specifications.
3.03
EXAMINATION
A.
All structures to be coated shall be readily accessible to Applicator.
B.
Appropriate actions shall be taken to comply with local, s~ate, and federal regulatory and· other applicable agencies with regard to environment, health, and safety.
c.
Any active flows shall be dammed, plugged, or diverted as required to ensure that no inflow is present during coating. Flows should be totally plugged and/or diverted when coating.
D.
Installation of the protective coating shall not commence until the concrete substrate has properly cured in accordance with these specifications.
E.
Temperature of the surface to be coated should be maintained between 40 deg F and 120 deg F during application or as recommended by the manufacturer. Prior to and during application, care should be taken to avoid exposure of direct sunlight or other intense heat source to the structure being coated. Where varying surface temperatures do exist, care should be taken to apply the coating when the temperature is falling versus rising {ie. late afternoon into evening vs. morning into afternoon).
3.04
A.
SURFACE PREPARATION Applicator shall inspect all surfaces specified to receive a protective coating prior to surface preparation. Applicator shall notify Owners Representative of any noticeable disparity in the surfaces which may interfere with the proper preparation or application of the repair mortar and protective coating.
404600-5
B.
All contaminants including: oils, grease, incompatible existing coatings, waxes, form
curing
compounds, efflorescence, sealers, salts, or other contaminants shall be removed. C.
All concrete or mortar that is not sound or has been damaged shall be removed to a sound concrete surface and replaced.
D.
Surface preparation method{s) should be based upon the conditions of the substrate, service environment and the requirements of the protective coating to be applied.
E.
Surfaces to receive protective coating shall be cleaned and abraded to produce a sound surface with adequate profile {ICRI CSP 5) and porosity to provide a strong bond between the protective coating and the substrate. Generally, this can be achieved with a low-pressure water cleaning using equipment capable of a minimum of 5,000 psi at 4 gpm or as higher as required for the individual liner system. Other methods such as high-pressure water jetting {refer to NACE Standard No. 5/SSPC-SP12), abrasive blasting, shotblasting, grinding, scarifying, or acid etching may also be used. Detergent water cleaning and hot water blasting may be necessary to remove oils, grease, or other hydrocarbon residues from the concrete. Whichever method{s) are used, they shall be performed in a manner that provides a uniform, sound clean neutralized surface that is not damaged.
F.
Test prepared surfaces after cleaning but prior to application of the epoxy coating to determine if a specific pH or moisture content of the concrete is required according to manufacturer•s recommendations.
3.05
PROTECTION
A.
Cover or otherwise protect finish work or other surfaces not being lined.
B.
Place covers over all pipe openings to prevent extraneous material from entering the sewer system.
c.
Erect and maintain protective tarps, enclosures and/or maskings to contain debris {such as airborne particles resulting from surface preparation) generated during any and all work activities. This includes, but is not limited to, the use of dust/debris collection apparatus as required.
3.06
INSTALLATION/APPLICATION
A.
Application Temperatures: No application of liner shall be made unless the ambient temperature inside the structure is 50°F or higher.
B.
Liner Application: The resin based liner shall be manually sprayed and troweled or troweled on to all surfaces by a trained technician who is experienced in the application of a spray applied resin and has been certified by the Manufacturer. Appropriate personal protection equipment shall be utilized but in every case when applying the liner, the sprayer and personnel in direct contact with the spray atmosphere, will always be protected by supplied air.
c.
After the initial coat has cured, all protrusions, points, etc., shall be sanded down and removed by mechanical means to provide a smooth surface for the final coat to ensure the minimum thickness of the entire surface. The final coating shall be smooth and uniform with no fins, protrusions, or sags greater than X-inch. 404600-6
D.
Curing: A minimum of 24 hours curing time or until all
materials have returned to the ambient
temperature within the interior of the structure shall be allowed before performing tests on the structure. In extremely cool weather, the structure shall be protected while curing is in process to maintain temperatures within the range specified in section 3.04 paragraph (A} above. 3.07
FIELD QUALITY CONTROL
A.
During application, a wet film thickness gage, such as those available through Paul N. Gardner Company, Inc. meeting ASTM D4414 - Standard Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched Gages, shall be used to ensure a monolithic coating and uniform thickness during application.
B.
After the protective coating has set hard to the touch, it shall be inspected with high-voltage holiday detection equipment. Surface shall first be dried; an induced holiday shall then be made on to the coated concrete surface and shall serve to determine the minimum/maximum voltage to be used to test the coating for holidays at that particular area. The spark tester shall be initially set at 100 volts per 1 mil (25 microns} of film thickness applied but may be adjusted as necessary to detect the induced holiday (refer to NACE RP0188-99}. All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning, additional protective coating material can be hand applied to the repair area. All touch-up/repair procedures shall follow the protective coating manufacturer's recommendations.
c.
Any areas detected to have inadequate bond strength shall be evaluated by the Owners Representative. Bond tests in accordance with ASTM 04541 may be performed in tha~ area to determine the extent of potentially deficient bonded area and repairs shall be made by Applicator in strict accordance with manufacturer's recommendations. All testing and repair shall ,be at the Contractors expense.
D.
A final visual inspection shall be made by the Owners Representative and manufacturer's representative. Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Applicator.
END OF SECTION
404600-7
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10
PART 1 GENERAL 1.01 WORK INCLUDED A.
All surface preparation, priming, painting and related items of Work necessary to complete the protective coating for steel casing of the aerial crossing and metal aerial crossing appurtenances.
1.02REFERENCES A.
American Water Works Association (AWWA): 1.
B.
C.
A WWA D 102-78
Painting Steel Water Storage Standpipes.
Steel Structures Painting Council (SSPC): 1.
SSPC-SP 3
2.
SSPC-SP 6
3.
SSPC-SP 7
4.
SSPC-SP 10
Steel Structures Painting Council, Surface Preparation Specifications No. 3, Power Tool Cleaning. Steel Structures Painting Council, Surface Preparation Specifications No. 6, Commercial Blast Cleaning. Steel Structures Painting Council, Surface Preparation Specifications No. 7, Brush-off Blast Cleaning. Steel Structures Painting Council, Surface Preparation Specifications No. 10, Near-White Blast Cleaning.
ANSI/ASTM D16- Definitions of terms relating to paint, varnish, lacquer, and related products.
D. United States Department of Occupational Safety and Health Administration (OSHA). E. Uniform Fire Code, latest edition.
40 46 10-1
1.03 A.
Product Manufacturer: Company specializing in manufacturing quality paint and finish products with 10 years experience.
B.
Applicator: Company specializing in commercial painting and finishing with 3 years experience.
C.
Certifications: Submit the following certifications for the interior coating system.
1.04
1.
Conformance with the EPA lead extraction test.
2.
Conformance with Food and Drug Administration Regulations Title 21 Paragraph 175.300.
3.
Conformance with the applicable portions of A WWA D 102.
SUBMITTALS A.
Submit product data under provisions of Section 01 33 00.
B.
Provide product data on all finishing products.
C.
Submit list of paint proposed for use on each item to be painted. Include description of each type of paint and manufacturer's instructions for thickness of coats.
D.
Submit manufacturer's instructions that includes 'detailed mixing, thinning and application recommendations; minimum and maximum application temperature; and curing/drying time requirements between coats.
1.05
FIELD SAMPLES A.
Provide samples under provisions of Section 01 33 00.
B.
Accepted sample may not remain as part of the Work.
1.06
DELIVERY, STORAGE, AND HANDLING A.
Deliver products to site under provisions of manufacturers recommendation.
B.
Store and protect products under provisions of manufacturers recommendation.
C.
Deliver products to site in sealed and labeled containers.
40 46 10-2
D.
Container labeling to include manufacturer's name, of name, code, coverage, surface preparation, drying time, cleanup, color designation and instructions for mixing and reducing.
E.
Store paint materials at minitnum ambient temperature of 45°F and a maximum of 95°F, in well ventilated area, unless required otherwise by manufacturer's instructions.
F.
Comply with OSHA regulations and Uniform Fire Code requirements.
1.07
ENVIRONMENTAL REQUIREMENTS A.
Provide continuous ventilation and heating of facilities to maintain surface and ambient temperatures above 45°F for 24 hours before, during, and 48 hours after application of finishes, unless required otherwise by manufacturer's instructions.
B.
Conform to manufacturer's recommendations.
C.
Schedule painting activities to avoid dust and airborne contaminants. Protect Work areas from these conditions during application and curing. Remove surface accumulations of dust and contaminants on previously coated Work before applying succeeding coats to prevent intercoat contamination and loss of adhesion.
D.
Apply coatings only to surfaces that are completely free of surface. moisture as determined by sight or touch.
E.
In no case shall coating be applied to surfaces upon which there is visible frost or ice.·
1.08
ELEVEN MONTH INSPECTION AND WARRANTY A.
Eleven months following the date of substantial completion of the casing pipe, the Contractor and Owner will inspect the pipe. Defects and failures identified in the paint system at this time will be immediately corrected by Contractor at no cost to the Owner.
PART 2 PRODUCTS 2.01
ACCEPTABLE MANUFACTURERS- PAINT A.
Tnemec Company, Inc.
B.
Substitutions: Equivalent materials from other manufacturers may be substituted after approval by the Engineer. Requests for substitution shall include manufacturer's
40 46 10-3
literature for product the natne, n-P"i'~Pl"'if' evidence of satisfactory past perfonnance on casing pipes. 2.02
MATERIALS A.
Coatings: Ready mixed, except for field catalyzed (multi-component) coatings. Paints/Coatings shall have good flow and brushing properties; capable of drying or curing free of streaks and sags. Pigments shall be unifotmly dispersed to create a homogeneous coating.
B.
Accessory Materials: Include appropriate quantities of commercial quality linseed oil, shellac, turpentine, paint thinners and other materials that are required to achieve the specified finishes.
2.03
FINISHES A.
Prime Coat with Tnemec H90-97 Tneme-Zinc or approved equal
B.
Intermediate Coat with Tnemec 27FC Typoxy or approved equal
C.
Finish Coat with Tnemec 1075U or approved equal
D.
Color to be Tnemec 84BR- Weathered Bark or approved equal
2.04
APPLICATION EQUIPMENT A.
Provide adequate application equipment for the Wotk and workmanship required in these specifications.
B.
Application equipment includes all required ladders, scaffolding, drop cloths, masking, scrapers, sandblasting equipment, sand, dusters and cleaning solvents as required to perform the Work and achieve a satisfactory protective coating system.
C.
Use paint manufacturer's recommended type and quality of brushes and rollers.
PART 3 EXECUTION 3.01
INSPECTION A. B.
Verify that surfaces are ready to receive Work as instructed by the product manufacturer. Examine surfaces scheduled to be finished prior to commencement of Work. Report any condition that tnay potentially affect proper application.
40 46 10-4
C.
A.
Protect elements surrounding the Work of this Section from damage or disfiguration.
B.
Repair damage to other surfaces caused by Work of this Section.
C.
Fmnish drop cloths, shields and protective methods to prevent spray or droppings from disfiguring other surfaces.
D.
Remove empty paint containers, empty sand bags, trash and debris from site.
E.
Remove, store and protect existing equiptnent as required for cleaning, surface preparation and painting. Reinstall after painting is complete.
F.
Do not paint surfaces of equipment components unless specifically required by the equipment manufacture. Do not paint safety rail system.
3.03
SURFACE PREPARATION AND PAINT APPLICATION A.
Pipe surfaces to be prepped and painted prior to delivery to the site. Surface prep shall follow SSPC-SP6 standards. Pipe to be painted to a minimum 3" inches from the ends to allow for field welding as necessary. Exterior of pipe only to be coated.
B.
Welded joint surfaces to be prepped in the field shall follow SSPC-SP3 standards and follow manufacturers recommended procedures.
C.
Ventilation shall be provided in accordance with OSHA safety requirements.
D.
Inspection of surface preparation: After completion of the surface preparation, no paint may be applied until after inspection by the Engineer. Correct any areas needing additional surface preparation, identified during inspection, at no additional cost to Owner.
3.04
PAINT APPLICATION A.
Paint to applied prior to delivery of pipe. Welded seams at ends of pipe may be coated in the field.
B.
Ventilation shall be provided in accordance with OSHA requirements. Provide adequate ventilation to carry off vapors during curing phase.
40 46 10-5
C.
·Apply paint by spraying or rolling in with instructions Inanufacturer. Surfaces difficult to paint by spraying or rolling shall be painted by brushing. Edges, corners, crevices and joints shall be painted to a uniform film thickness as specified.
D.
Materials shall be mixed, thinned and applied according to the manufacturer's printed instructions.
E.
All sandblasted steel shall be coated as specified before any rusting or surface discoloration takes place.
F.
All pitted areas and irregular surfaces on the interior of the standpipe shall initially receive an extra coat of primer (or specified coating) with a hand brush.
G.
Primer may be applied in two coats to achieve required thickness.
H.
Allow each coat to cure thoroughly before applying next coat.
I.
The primary coat, intermediate coat, and final coat shall be of contrasting colors.
J.
Finish coats shall be uniform in color and sheen without streaks, laps, tuns, sags or missed areas. Finish coats may be applied in two coats to achieve required thickness.
K.
The manufacturer's recommended pot life limit for all multi-component materials shall be strictly observed. When pot life (for the appropriate temperature) has been exceeded, the material shall be discarded.
L.
Tools and application equipment shall be clean and irr good operating condition. Type of equipment, pressure settings and application technique shall be in accordance with manufacturer's recommendation to assure proper atomization and application characteristics. Only high quality btushes and roller applicators, as recommended by the paint manufacturer, tnay be used for the non-spray application of coating.
M.
Allow a tninimum cure time after application of fmal coat before installation.
N.
Deficiencies in film thickness shall be corrected by application of additional coats of paint applied at no additional cost to the Owner.
CLEAN-UP
3.05
A.
Spilled, splashed or spattered paint shall be promptly removed as Work proceeds.
B.
Job site shall be kept free of unnecessary tools, equipment, surplus materials and debris. All sand shall be disposed of off-site. All waste material shall be disposed of off-site. 40 46 10-6
Cotton waste, cloth rags and materials which may constitute a fire in closed metal containers and removed from the job site daily"
3006
shall be
PROTECTION OF PROPERTY Ao
The Contractor shall protect pedestrian, vehicular, and other traffic near the structure, all adjoining property, and also all portions of the structure against damage of disfigurement by spatters, splashes, smirches, and spray of paint materials" Any damage so resulting shall be entirely the responsibility of ContractoL
END OF SECTION
40 46 10-7
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