SW8010639_HISTORICAL FILE_20010918

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 a l o�
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 2 U O l Oct I S
YYYYMMDD

r>r
O� \NA R Michael F. Easley, Governor
Q William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
co
Gregory J. Thorpe, Ph.D., Acting Director
< Division of Water Quality
Wilmington Regional Office
September 18, 2001
Cdr. S.R. Scanlan, Public Works Officer
U.S. Marine Corps
1005 Michael Road (Code 405)
Camp Lejeune,NC 28542-0004
Subject: Permit No. SW8 010639
Combat Engineer's BN Armory
High Density Stormwater Project
Onslow County
Dear Cdr. Scanlan:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Combat
Engineer's BN Armory on September 11,2001. Staff review of the plans and specifications has determined that the
project,as proposed,will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 010639 dated September 18, 2001, for the construction of Combat Engineer's BN
Armory.
This permit shall be effective from the date of issuance until September 18, 2011, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance
requirements in this permit.Failure to establish an adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems.
If any parts,requirements, or limitations contained in this permit are unacceptable,you have the right to request an
adjudicatory hearing upon written request within thirty(30)days following receipt of this permit. This request must
be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes,and filed
with the Office of Administrative Hearings,P.O. Drawer 27447, Raleigh,NC 276 1 1-7447. Unless such demands
are made this permit shall be final and binding.
If you have any.questions, or need additional information concerning this matter, please contact Noelle Lutheran,
or me at(910) 395-3900.
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/nml: S:\WQS\STORMWAT\PERMIT\010639.SEP
cc: Tom Tollison, P.E.
Onslow County Inspections
Division of Coastal Management
Noelle Lutheran
Wilmington Regional Office
Central Files
ACM&Q
NCDENR
N.C.Division of water Quality 127 Cardinal Drive 6tension 1Nilmington, N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

State Stormwater Management Sy$tetris
Permit No. SW8 010639
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143,General Statutes of North Carolina as amended,and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
U.S. Marine Corps
Combat Engineer's BNArmory
Onslow County
FOR THE
construction,operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC
2H A 000 (hereafter referred to as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water Quality
and considered a part of this pen-nit.
This permit shall be effective from the date of issuance until September 18,2011 and shall be subjectto the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective onlywith respect to the nature and volume of stormwater described in the application
and other supporting data.
.2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit,the Project Data Sheet.The stormwater control has been designed to handle the runoff from
36,116 square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit,and per approved
plans.
5. The runoff from all built-upon area within the permitted drainage area of this project must be directed into
the permitted stormwater control system. A permit modification must be submitted and approved prior to
the construction of additional built-upon area from outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 010639
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Combat Engineer's BN Armory
Permit Number: SW8 010639
Location: Onslow County
Applicant: Cdr. S.R. Scanlan, Public Works Officer
Mailing Address: U.S. Marine Corps
1005 Michael Road (Code 405)
Camp Lejeune,NC 28542-0004
Application Date: September 11, 2001
Name of Receiving Stream/Index #: White Oak/New River/ 19-(15.5)
Classification of Water Body: "SC NSW"
If Class SA, chloride sampling results: n/a
Pond Depth, feet: 4
Permanent Pool Elevation, FMSL: 19.29
Drainage Area, acres: 2.61
Total Impervious Surfaces, ftz: 36,116
Offsite Area entering Pond, ft2: None, per Engineer
Required Surface Area, ftz: 3229
Provided Surface Area, ft2: 4024
Required Storage Volume, ft': 3185
Provided Storage Volume, ft3: 4223
Temporary Storage Elevation, FMSL: 20.34
Controlling Orifice: 1" pipe
3

State Stormwater Management Systems
Permit No. SW8 010639
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built-upon surface.
2. During construction,erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency.The approved Operation and Maintenance Plan must be
followed in its entirety and maintenance must occur at the scheduled intervals including,but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
It. The vegetated filter will be kept grassed with no erosion. The spreader mechanism will be kept free
of sediment and trash, and must distribute the runoff evenly over the width of the filter.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel of
DWQ. The records will indicate the date, activity, name of person performing the work and what actions
were taken.
5.. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans.This permit shall become voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
7. Upon completion of construction,prior to issuance of a Certificate of Occupancy,and prior to operation of
this permitted facility,a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit,the approved plans and
specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
8. If the stormwater system was used as an Erosion Control device,it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
9. A modification must be permitted prior to any construction.The following items will require a modification
to the permit. The Director may determine that other revisions to the project should require a modification
to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision,acquisition,or sale of the project area.The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
10. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a minimum
of ten"years from the date of the completion of construction.
4

State Stormwater Management Systems
Permit No. SW8 010639
11. The permittee shall submit final site layout and grading plans for any permitted future areas shown on the
approved plans,prior to construction.If the proposed BUA exceeds the pemitted amount,a modification to
the permit must be submitted and approved prior to construction.
12. Prior to the sale of any portion of the property,an access/maintenance easement to the stormwater facilities
shall be granted in favor of the permittee if access to the stormwater facilities will be restricted by the sale
of any portion of the property.
13. The permittee is responsible for verifying that the proposed built-upon area does not exceed the allowable
built-upon area.
14. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit.Within the time frame specified in the notice,the permittee shall submit a written
time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
15. The permittee shall notify the Division of any name,ownership or mailing address changes within 30 days.
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee,documentation from the parties involved, and other supporting
materials as maybe appropriate. The approval of this request will be considered on its merits and mayor may
not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality,in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal)
which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily,including the creation of nuisance conditions,the
Permittee shall take immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Permit issued this the 18th day of September, 2001.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Gregory J.Thorpe, Ph:D., Acting Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 010639
5

State Stormwater Management Systems
Permit No. S W 8 0]0639
Combat Engineer's BN Armory
Stormwater Permit No. SW8 010639
Onslow County
Designer's Certification
I, as a duly registered in
the State of North Carolina,having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner)hereby state that,to the best of my abilities,due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature .
Registration Number
Date
6

State Stormwater Management Systems
Permit No. SW8 010639
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the runoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outletibypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a forebay.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-DWQ Regional Office
Jacksonville, Onslow County Building Inspector
7

OFFICE=USE,ONLY.,'� ,u,',. �' �:
Date Received Fee Paid Permit Number
zz o tI X10, yO . pv pro G 3
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation,individual,etc.who owns the project):
U.S. Marine Corp
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
OTdr. S. R. Scanlan, Public Works Officer
3. Mailing Address for person listed in item 2 above:
1005 Michael Road (Code 405)
City: Ca= LejeunP State:North fliresl inazip: 2 8 54 2-0004
Telephone Number: ( 910 ) 451-2581
4. Project Name (subdivision,facility,or establishment name-should be consistent with project name on plans.
specifications,letters,operation and maintenance agreements,etc.):
Combat Engineer's BN Armory
5. Location of Project (street address):
Louis Street, Came Lejeune North Crolina
City: Jackconvi l I County: ansIow
6. Directions to p Ma
roject(from nearest major intersection): Take Hwy 24 .front Jacksonville (approx.
2.7 miles to in Gate at Holcomb Blvd. Stay on Holcomb Blvd. to intersection of
Main CPmare Road (approx 5 n miles)- TAke l e-f_On Main Send— lZoad apd go approx.
0.6 mile to Louis street. Take a left on 'O' Street for approx. 0.2 miles. Site will
e on rignt sicie.
7. Latitude: 34039141"N Longitude: 7702012111W ofproject
.8. Contact person who can answer questions about the project:
Name: Torn Tollison Telephone Number: ( 662 455_494.4
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N.A. and its issue date (if known) N.A.
3. Specify the type of project (check one):
Low Density _X High Density _Redevelop _General Permit
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing Stormwater management for the project.
Runoff from pavement and bldg. roof will be collected and routed to
wet detention basin
2. Stormwater runoff from this project drains to the_ Naw River basin.
3. Total Project Area: 2.61 acres 4. Project Built Upon Area: 31.8 %
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area, If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
(BasirfIr"formanoit` 6,.' Drain Area1 '�' F,.,�-��'y,.k �'.,Dr'atnage,P:r•ea2,�.r, :� t�yi
Receiving Stream Name New River
Receiving Stream Class SC NSW
Drainage Area 2.61 Ac
Existing Impervious`Area 0.31 Ac
Proposed Impervious Area 0.83 Ac
%Impervious*Area (total) 31.8 %
mpervio#Su_rface Area' t ': -<Drainage Ar ul„ �' '%':- R�Drama e P.:iea 2v "
On-site Buildings 711E ft,
On-site Streets 276 ft.2
On-site Parking 0
On-site Sidewalks 1,1562 -
Other on-site 0
Off-site 0
Total: 36 116 ft = 0.83 Ac Total:
Impervious area Is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SVIU-101 Version 3.99 Page 2 of

7. How was the off-site impervious area listed above derived? Calculations from Drawings
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
NOT APPLICABLE AS GOVERMENT OWNS ENTIRE BASE
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt,gravel,concrete,brick,stone,slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swa/es shall not be filled in,piped,or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
System. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above,that the covenants will be binding on all parties and persons
claiming under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at(919) 733-5083 for the status
and availability of these forms.
** Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
1 itials
• Original and one copy of the stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s)for each BMP
• Permit application processing fee of$420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations.finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent (individual or firm): Torn Tollison, P.E.
Mailing Address: P. O. Box 513
City: Greenwood State: MS Zip: 38935-0513
Phone: ( 662 ) 455-4943 Fax: ( 662 ) 455-3381
VIII. APPLICANT'S CERTIFICATION
I. (print or type name of person listed in General Information,item 2) Ordr. S. R. Scanlan
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.100�
Signature: Date: W ,IdN i�/
FormSWU-101 Version3.99 - Page 4of4

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TABLE 4
CIRCULAR PIPE, F YW CAPACITY
Full Flow (cubic feet per second)
Mannings "n"= 0.012
Dia. =Conv. % Slope (feet per 100 feet)
(in. ) Factor 0.02 0.05 0.10 0.20 0.35 0.50 0.75 1.00 1 .25 1.50 1.75 2.0 2.5 5.0 10.0 20.0
(c.f.s. )
3 0.957 0.014 0.021 0.030 0.043 0.057 0.068 0.083 0.096 0.107 0.12 0.13 0.14 0.15 0.21 0.30 0.43
4 2.062 0.029 0.046 0.065 0.092 0.122 0.146 0.179 0.206 0.231 0.25 0.27 0.29 0.33 0.46 0.65 0.92
5 3.738 0.053 0.084 0.118 0.167 0.221 0.264 0.324 0.374 0.418 0.46 0.49 0.53 0.59 0.84 1.18 1.67
6 6.079 0.086 0.136 0.192 0.272 0.360 0.430 6.526 0.608 0.680 0.74 0.80 0.86 0.96 .1.36 1.92 2.72
8 13.091 0.185 0.293 0.414 0.585 0.774 0.926 1.134 1.309 1.464 1.60 1.73 1.85 2.07 2.93 4.14 5.85
10 23.74 0.34 0.53 0.75 1.06 1.40 1.68 2.06 2.37 2.65 2.91 3.14 3.36 3.75 5.31 7.51 10.61
12 38.60 0.55 0.86 1.22 1.73 2.28 2.73 3.34 3J6 4.32 4.73 5.11 5.46 6.10 8.63 12.21 17.26
15 69.98 0.99 1.56 2.21 3.13 4.14 4.95 6.06 7.00 7.82 8.57 9.26 9.90 11.06 15.65 22.13 31.30
18 113.80 1.61 2.54 3.60 5.09 6.7 8.05 9.86 11.38 12.72 13.94 15.05 16:09 17.99 25.45 35.99 50.89
21 171.65 2.43 3.84 5.43 7.68 M. 6 12.14 14.87 17.17 19.19 21.02 22.71 24.28 27.14 38.38 .54.28 76.77
24 245.08 3.47 5.48 7.75 10.96 14.50 17.33 21.22 24.51 27.40 30.02 32.42 34.66 38.75 54.80 77.50 109.60
27 335.51 4.74 7.50 10.61 15.00 19.85 23.72 29.06 33.55 37.51 41.09 44.38 47.45 53.05 75.0 106.1 150.0
30 444.35 6.28 9.94 14.05 19.87 26.29 31 .42 38.48 44.44 49.68 54.42 58.78 62.84 70.26 99.4 140.5 198.7
36' 722.57 10.22 16.16 22.85 32.31 42.75 51.09 62.58 72.26 80.79 88.50 95.59 102.19 114.25 161.6 228.5 323.1
42 1089.9 15.41 24.37 34.47 48.74 64.5 77.1 94.4 109.0 121.9 133.5 144.2 154.1 172.3 243.7 344.7 487.4
48 1556.1 22.01 34.80 49.21 69.59 92.1 110.0 134.8 155.6 174.0 190.6, 205.9 220.1 246.0 348.0 492.1 695.9
= Conveyance Factor = (1.486 x R2/3 x A) / n

IMPERVIOUS AREA CALCULATIONS 6/13/01
P-150 ARMORIES
CAMP LEJEUNE, NORTH CAROLINA
EXISTING CONDITIONS
TOTAL MISC. TOTAL TOTAL TOTAL
SITE SITE AREA BLDGS PVMT WALKS OFFSITE SLAB IMP AREA IMP AREA IMP AREA %
LOCATION SHEET NO. (SQ M) (SQ M) S( Q M1 (SO M) (SQ MI SO M S{ Q M1 (SQ FEET ACRES IMPERVIOUS
10TH MARINE 0-1 18,353 - - - 1,012 392 1,404 15,105 0.35 7.6%
COMBAT-ENGR'S:BN D-2 10;552 3f 6-873 Y,239-19,-330-0 31-1 Y_70h4
POST CONSTRUCTION CONDITIONS
TOTAL MISC. TOTAL TOTAL TOTAL
SITE SITE AREA BLDGS PVMT WALKS OFFSITE SLAB IMP AREA IMP AREA IMP AREA %
\ LOCATION SHEET NO. (SQ MI (SQ M) (SQ M) (SQ MI S M S M (So MI (So FEET) (ACRES) IMPERVIOUS
10TH MARINE C-3 18,353 2,157 2,076 127 1.012 - 5,372 57,794 1.33 29.3%
CCOMBAT_ENGR'S.BN C-6 10552 661 2,570 126 - 3;357=36;116 0:83�31.8%
CrPs N. t`oi�,
i O`y�OgEO PROF����'p�>4
EF I NEEB
� H103 �
,d>�1�
North Carolina
Talgmrary Permit No. .T-2494
EViration Date of Pernit: September 13, 2001
Da f S' ing• June 15, 2001
c.
Thamas H. Tollison
IMPERVIOUS

DETENTION BASIN CALCULATIONS 6113ro1
P-150 ARMORIES -
CAMP LEJEUNE,NORTH CAROLINA
SURFACE AREA CALCULATIONS
SIZE BASIN ON NCDENR REQUIREMENTS FOR 90%TSS REMOVAL(NO VEGETATED FILTER REQUIRED)
PERCENT 90%TS5 REQUIRED REQUIRED REQUIRED
IMPERVIOUS TOTAL IMPERVIOUS POOL REMOVAL SURFACE SURFACE SURFACE MIN SA MIN SA
AREA AREA AREA DEPTH SAIDA AREA AREA AREA WIDTH LENGTH
- (ACRES) (ACRES) (ACRES) (FEET) RATI (ACRES) (SQ (SQ METERS) (METERS) (METERS)
LOTH Marine Armory 1.33 4.53 29.4% 4 2.70 0.12 5328 495 J 12.85 38.54
(Combat Engr.Bn 0.83 2.61 31:8% 4 2:84 0.07 3229 300 NAB NA NOTE:BASIN DOES NOT HAVE 3:1 ASPECT
RATIO DUE TO SITE CONSTRAINTS.
REQUIRED STORAGE VOLUME
RUNOFF COEFFICEINT-R,.-.0.05+0.009(I) ,c��r 2
I-PERCENT IMPERVIOUS AREA y/��S~ ��• r S.SI
p /Ldur�erj
DESIGN STORAGE VOLUME-DESIGN RAINFALL z R.x TOTAL DRAINAGE AREA
DESIGN RAINFALL-1 INCH
TEMP.POOL TEMP.POOL TEMP.POOL TEMP.POOL
Rv VOLUME VOLUME VOLUME DEPTH
(INI N) (ACRE-FEET) CU- C( U.M) (METERS)
10TH Marine Armory 0.31 0.12 5167 146.4 J 0.30
CombefEngcBn 0:34 O:07 3185 90.3 41-0.307
DETERMINE DRAWDOWNTIME FOR STORAGE VOLUME ��-{/ 3 2�< <� _ Y,;, '
DESIGN ORIFCE TO DRAWDOWN STORAGE VOLUME 48 TO 120 HOURS (�7'
Q-ORIFICE FLOW-CxAx(2xgxh)1n
C-ORIFICE COEFFICIENT-0.6
A-ORIFICE AREA (FT)
g•32.2 FT/SEC2
H•AVERAGE DEPTH DURING DRAWDOWN
AVG DEPTH AVG DEPTH
TEMP.POOL TEMP,POOL DRAWDOWN DURING DURING ORIFICE
VOLUME VOLUME TIME ORAWDOWN DRAWDOWN Q A DIAMETER
C( U-M) (CU.FT) (HOURS) (METERS) (FEET) ICES)(SQ.INCHES) (INCHES)
10TH Marine Armory 202.0 7128 48 0.15 0.48 0,0413 1.772 1.60
Combel.Engr.,Bb �_-90.3 3185 4_8 015 0-49--0.0184-0785 1
aOF Basin

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Appendices
Table 8.07b
Pipe Flow Chart for Design of Concrete Outlet Conduit
(Q in cubic ft/sec)
For R/C Drop Inlet, He + Kb = 0.65 with 70 feet of R/C Conduit, n = .013. Note correction
factors for other pipe lengths.
Ia.
H 12" 15" 181• 21" 24" 30" 36" 42"
2 4.54 8.01 11.74 16.60 22.44 36.74 54.65 76.02
3 5.56 9.81 14.39 20.33 27.49 45.00 66.94 93.11
4 6.42 11.33 16.61 23.48 31.74 51.96 77.30 107.52
5 7.18 12.66 18.57 26.25 35.49 58.09 86.42 .120.21
6 7.87 3.86 20.34 28.75 38.87 63.63 94.65 131.66
7 8.50 14.98 21.98 31.06 41.99 68.74 102.27 142.25
8 9.08 16.01 23.49 33.20 44.88 73.47 109.30 152.03
9 9.64 17.00 24.92 35.22 47.61 77.94 115.95 161.28
10 10.16 17.91 26.26 37.12 50.18 82.15 122.21 169.99
11 10.65 18.78 27.55 38.94 52.64 86.18 128.20 178.32
12 11.13 19.62 28.77 40.67 54.97 89.99 133.86 186.22
13 11.58 20.42 29.95 42.33 57.23 93.68 139.37 193.86
14 12.01 21.18 31.07 43.93 59.37 97.19 144.59 201.12
15 12.44 21.93 32.17 45.47 61.46 100.62 149.69 208.21
16 12.85 - 22.65 33.22 46.96 63.48 103.92 154.60 215.04
17 13.24 23.35 34.24 48.40 65.43 107.12 159.35 221.65
18 13.63 24,03 35.24 49.61 67.34 110.23 163.99 228.10
19 14.00 24.66 I 36.21 51.17 69.18 113.25 168.48 234.34
20 14.36 25.32 37.14 52.50 70.97 116.18 172.84 240.41
21 14.72 25.95 38.n7 53.80 72.73 119.07 177.13 246.38
22 15.06 26.56 38.96 55.06 74,43 121.85 181.27 252.13
23 15.40 27.16 39.64 56.31 76.11 1 124.60 185.36 257.83
24 15.73 27.74 40.69 57.51 77.75 127.28 189.35 263.37
25 16.06 28.32 41.53 58.70 79.35 129.90 193.25 268.80
L Correction Factors For Other Pipe Lengths
40 1.15 1.13 1:11 1.09 1.08 1.06 1.06 1.05
50 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.03
60 1.0 1.04 1.04 1.03 1.03 1.02 1.02 1.02
70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
80 0.96 0.96 0.97 0.97 0.98 0.98 0.98 0.99
90 0.93 0.94 0.94 0.95 0.95 0.96 0.97 0.97
100 0.90 0.91 0.92 0.93 0.93 0.95 0.95 0.96
8.07.7
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CHART 2
160 10,000
166 8,000 EXAMPLE ( I ) (2) (3)
6.
156 6, O.120 cf s 000 D-42 inches (3.5 feet) 6.
144 5,000 5.
4,000 �" Nw 6• 5.
132 D feet
4,
3,000 (i) 2.5 8.8 5' - 4.
120
(2) 2.1 7.4
106 2,000 (3) 2.2 7.7 4• 3
"D in bet 3•
96 1,000 3.
800
84 600 // 2' 2-
500
72 400 2.
u 300
Z (I)
Z 60 0 200 F 1.5
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0 54 -
a a
UU 46 / 0 100
¢ 60
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0 42 60 OL 1.0 1.0
0 0 50 HW SCALE ENTRANCE 1.0
40 D TYPE w
f- 36 30 (I) S4uarsedge sith
UJ heoduall 3 .
.9 _ 8 9
Q 33 G
O 20 (2) Groase end.ith w
30 h.ads,all x .8 8
(3) Groove and
•6
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l0
7 7
24 6 ,7
6 To use scale 12) or (3)project
21 5 horizontally to scale (q,th.n
4 use straight inclined line through
D and D scales,or reverse as 6
3 illustrated. 6 .6
15
5 5
LID s
12 HEADWATER DEPTH FOR
HEADWATER SCALES 263
CONCRETE PIPE CULVERTS
_.
REVISED MAY1964 WITH INLET CONTROL
BUREAU OF PUBLIC ROADS JAN. 1963
5-22

F1 r
oAT[ .. INi6T .F
HYORAMIC/� DISH RATA PRo„CT
F FOR UL/FM LOCATION
:F (OTHER THAN AIRFIR P$) cRnaNiq w CaEFKKo BY
HYDRO{.OGIC AND GHAHHI:I, INFORMATIQH LOCATION;
4 = TW STATION;
Q FROM COLUMN 14 OF TAQLE VIA-'
�...._+ TV ._
MEAN STRRAM VELOCITY
MAN, WiRAM VELOCITY R�
HEAP�lATER CO PUTATION -
CULVERT Q SIZE NLOT ooNT. oUT1.ST GS►NTR04 HWaH+M s �8
ENTRANCE
(CFO) (IN.) CQ$T COMMENTS
ENTRANCE TYPE) Hw Hw Ko N 4o b+o Tw Ao (>b dw
I
-- ,. .. .
SUMMARY 6 RECOMMRNDATIONS: j

•
=THE. Johnson 9 McAdaMSFIRM
A.l P.A.
ARCHITECTS/ENGINEERS • PLANNING . SURVEYING • MANAGEMENT . ENVIRONMENTAL SERVICES
September 10, 2001
North Carolina Department of Environmental RF�rT.S
And Natural Resources, Water Quality $6p 1 1 ID
Attn: Noelle Lutherman ;ujil
127 Cardinal Drive Ext. BY
Wilmington, NC 28405 ``
Re: 10`h and CE BN Armories
Camp Lejeune, North Carolina
Gentlemen:
Attached for your review and use are the following documents:
(1) Initial Review Comments (2 pages)
(2) Response to Comments
(3) Revised Drawings
(4) CE BN Forebay Revision Calculations (2 pages)
(5) Revised Page 4 of 4 Application for CE BN
(6) Revised Supplement Page 1 of 4 for CE BN
(7) Revised Supplement Page 3 of 4 for CE BN
(8) Revised Drawdown Calculations for 10`h BN (2 pages)
(9) Revised Page 2 of 4 of 10`h Marine Application
(10) Revised Page 3 of 4 of 10`h Marine Supplement
Should you have questions regarding this, please feel free to contact me.
Sincerely,
Thomas H. Tollison, P.E.
Vice President
THT:mf
Attachment
cc: Mr. Kevin Shelton
108 WEST MARKET ST. . P.O. BOX 513 GREENWOOD, MS 38935-0513 PHONE [phone] FAX [phone]

Page I of I
Tom Tollison
From: Noelle Lutheran <[e-mail]>
To: <[e-mail]>
Sent: Friday, August 24, 2001 12:30 PM
Attach: Noelle.Lutheran.vcf
Subject: Combat Engineers BN Armory
Tom,
Here are my comments on the SW application package for the C E BN
Armory. If you can clarify anything before I write an official letter
and return the applications to you for revisions, please respond as soon
as possible. I will be reviewing the loth Armory Monday.
1. If site constraints prevent you from providing a 3:1 (L:W) pond
ratio, please provide a weir that will allow tfie runoff to have a longer
settling time before it leaves the pond. Provide a detail with
dimensions.
2. Please specify the permenant vegetation to be planted on the 3:1
sideslopes of the pond on the plans.
3. In your calculations, you state that the pond depth is 4 feet. It
is actually 4.99 feet. If your calcs are based on a 4' depth, you need
to change them or change the pond design.
4. The forebay is sized at 31% of the total volume. We require 20%.
Is there a reason you cannot meet this?
5. You provide a detail of the drive(A C-8). Please reference this
detail on the grading plan, sheet C-6. Please provide proposed
elevations on the drive extension. I cannot tell where the runoff from
this portion of the road will drain to.
6. Cl #4 on sheet C-6 does not show an invert elevation. Please
provide one.
7. On the outlet (effluent) structure detail, please show a screen on
the orifice. Is there a grate at the top of the structure? for
overflow? Please show on detail. Spaces must be a maximum of 4".
8. On the wet pond supplement, you list the impervious area at 31.8
acres. You meant to put .83 acres, right?
9. On page three of the wet pond supplement, #4, you list the
elevations when the sediment shall be removed, please provide the actual
depths, not elevations.
10. Please initial page 4 of 4 on the Stormwater Mangement
Application.
lti% Z

Response to CE BN Comments
✓1. Site restraints prevent lengthening of pond. Pond is currently approximately 33
percent over designed in both surface area and temporary pool volume. Current
length/width aspect ratio of temporary pool is 2.42: 1 (40.54m: 16.7m). If pond
were re-designed to meet specific surface area and volume requirements, the pond
width could be reduced in width to 14.7 meters, providing an acceptable aspect
ratio of 2.76:1. As the revised pond would fit within the footprint of the exiting
design, we request the existing design be accepted as is.
✓2. Permanent vegetation is specified in Section 02823, para. 2.3 of the
specifications. Copies of these specifications were provided with our original
submittal.
f/3. Pond depth is 4 feet (1.2 meters). Permanent Pool Elevation(PPE) on page 3 of 4
of Wet Detention Basin Supplement indicates PPE as 20.34 when it should have
indicated 19.29. See revised page.
V 4. Forebay size modified to 21 percent of total volume, see revised calculations and
drawings C6 and C10.
V5. See revised drawing C6 and C8. Centerline elevations of drive shown on A/C8,
"Profile of CE BN Drive"; additional elevations shown on revised C6. Profile
elevations referenced by Keyed Note 15; 3/C8 and 4/C8 referenced by section
cuts on C6.
U6. See D/C 12. (Note: Revised copy of drawing provided.
v7. grate provide on top of structure, see revised
C3 correct, see revised sheet.
revised sheet.
ed have been provided, please attach revised page to original
Na7E �C2�Eh. �r�7 eJG.0 lJX.er'lcG- OK.G�GE .Q�l.��
�n�cn �r7r�z. /J�nis dsra� o .clo /dcr 14 10A4,4c tP*
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DETENTION BASIN CALCULATIONS 6113MI
P-150 ARMORIES
CAMP LEJEUNE,NORTH CAROLINA '
SURFACE AREA CALCULATIONS
SIZE BASIN ON NCDENR REQUIREMENTS FOR 90%TSS REMOVAL(NO VEGETATED FILTER REQUIRED)
PERCENT 90%TSS REQUIRED REQUIRED REQUIRED
IMPERVIOUS TOTAL IMPERVIOUS POOL REMOVAL SURFACE SURFACE SURFACE MIN SA MINSA
AREA AREA AREA DEPTH SA/DA AREA AREA AREA WIDTH LENGTH
(ACRES) (ACRES) (ACRES) (FEES I RATIO (ACRE (SO FD(SQ METERS) (METERS) (METERS)
1 OTH Marine Armory 1.33 4.53 29.4% 4 2.70 0.12 5328 495 J 12.85 38.54
Combat Engr.Bn 0.83 2.61 31.8% 4 2.84 0.07 3229 300 NA NA NOTE:BASIN DOES NOT HAVE 3:1 ASPECT
RATIO DUE TO SITE CONSTRAINTS.
REQUIRED STORAGE VOLUME
RUNOFF COEFFICEINT-R,.-.0.05+0.009(1) r / yyS ��S
I-PERCENT IMPERVIOUS AREA �/
DESIGN STORAGE VOLUME-DESIGN RAINFALL x R,■TOTAL DRAINAGE AREA a�t n B-k;l
DESIGN RAINFALL-1 INCH
TEMP.POOL TEMP.POOL TEMP.POOL TEMP.POOL i 37 n
R� VOLUME VOLUME VOLUME DEPTH /it-!/✓,7��
(IN/IN) (ACRE-FEET) (CU.FT) C( U"M) (METERS)
10TH Marne Armory 0.31 0.12 5167 146.4 J 0.30 /
Combat Engr.Bn 0.34 0.07 3185 0.30
.DETERMINE DRAWDOWN TIME FOR STORAGE VOLUME Lit
a-4
DESIGN ORIFCE TO DRAWDOWN STORAGE VOLUME 48 TO 120 HOURS
0-ORIFICE FLOW-CxAx(2xgxh)1a
C-ORIFICE COEFFICIENT-0.6 .✓'"
A-ORIFICE AREA (FT)
g-32.2 F7/SEC2
H-AVERAGE DEPTH WRING DRAWDOWN
AVG DEPTH AVG DEPTH
TEMP.POOL TEMP.POOL DRAWDOWN DURING DURING ORIFICE
VOLUME VOLUME TIME DRAWDOWN DRAWDOWN Q A DIAMETER
(CU-M) (CU.FT (HOURS) (METER,$) IF .TE (CFS)(SO.INCHES) ONCHES)
!15,6e gLti3 OztiY /,tlS' ✓1 1 OTH Marine Armory 29" ...'� 48 0.15 0,48 .--6.Od13 �i.ilY- ri:6B- (,GS 6s � Id A, 0X 0 c c-G-,
N Combat Engr.Bn 90.3 3185 48 0.15 0.49 0.0184 6.785 1100
1
pCOF Basin

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
I. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
�nlyfll{
• Original and one copy of the Stormwater Management Permit Application Form rJo[
• One copy of the applicable Supplement Form(s)for each BMP /
• Permit application processing fee of$420 (payable to NCDENR) {�
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including: /
-Development/Project name -
-Engineer and firm
-Legend
-North arrow
-Scale `
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist -
-Existing drainage (including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent (individual or firm): Ton Tollison, P.E.
Mailing Address: P. O. Box 513
City: Greenwood State: MS Zip: 38935-0513
Phone: ( 662 ) 455-4943 Fax: ( 662 ) 455-3381
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General information,item 2) Ondr. S. R. Scanlan
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: Date:
Form SWU-101 Version 3.99 Page of -

08/29/01 WED 14:33 FAX [phone] JOHNSON MCADAMS 16001
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amine Stormwater Mana ement an jCI
copies)
• Commander Scanlan to sign two copies at
indicated location
• Attach accompanying check to plan
• Submit two copies of following:
Stormwater Management Permit
Application
Wet Detention basin Supplement
Calculations
%2 size sealed drawings
Sealed specifications
• Submit to following address;
Department of Environment and Natural
Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Linda Lewis 3
RECEIVED
JUN 2001
e- a- r,4 ,Pw

DEPARTMENT OF THE NAVY SPECIFICATION
ATLANTIC DIVISION NO. 05999158
NAVAL FACILITIES ENGINEERING COMMAND
NORFOLK, VIRGINIA
CONTRACT NO.
N62470-99-R-9156
' APPROPRIATION
' 100% SUBMITTAL
CIVIL WORK
' 10" MARINE AND COMBAT ENGINEERS BATTALION ARMORIES
at the
MARINE CORP BASE
CAMP LEJEUNE, NORTH CAROLINA'
1
DESIGN BY: -
' THE JOHNSON-McADAMS FIRM, P.A.
P. O Box 513 (108 W. Market St. )
Greenwood. MS 38930
SPECIFICATION PREPARED BY:
Civil:
T. Tollison
' SPECIFICATIONS SUBMITTED BY: n"� �`"� DATE: 12 June 2001
Tom Tollison, Vice President
SPECIFICATIONS APPROVED BY: DATE:
rozNj
i\�O\S�EQEO PRDFF��Sp��
f Qav ENCINEER �' �4
0.1
* 01033a r
0 It
OF m as15S\��d
North Carolina
Temporary Permit No. T-2494
Expiration Date of Permit: September 13, 2001
Date o/ g?; .2June 15, 2001
' Thomas((/H. Tollison

ni

tARMORIES, MCB, CAMP LEJEUNE, NC 05999158
1
PROJECT TABLE OF CONTENTS
' DIVISION O1 - GENERAL REQUIREMENTS
01420 REFERENCES
01561 EROSION AND SEDIMENT CONTROL
01575 TEMPORARY ENVIRONMENTAL CONTROLS
' DIVISION 02 - SITE WORK
02220 SITE DEMOLITION
' 02231 CLEARING AND GRUBBING
02301 EARTHWORK FOR STRUCTURES AND PAVEMENTS
02302 EXCAVATION, BACKFILLING, AND COMPACTING FOR UTILITIES
' 02361 SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL
02510 WATER DISTRIBUTION
02530 SANITARY SEWERAGE
' 02630 STORM DRAINAGE
02741 BITUMINOUS CONCRETE PAVEMENT
02821 CHAIN LINK FENCES AND GATES
02823 RE-ESTABLISHING VEGETATION
DIVISION 03 - CONCRETE
03300 CAST-IN-PLACE CONCRETE
-- End of Project Table of Contents --
1
1
' PROJECT TABLE OF CONTENTS Page 1

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ARMORIES, MCB, CAMP LE7EUNE, NC 05999158
1
' SECTION 01420
REFERENCES
12/98
' PART 1 GENERAL
1.1 REFERENCES
' Reference publications are cited in other sections of the specifications
along with identification of their sponsoring organizations. The addresses
t of the sponsoring organizations are listed below, and if the source of the
publications is different from the address of the sponsoring organization,
that information is also provided.
' AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
444 North Capital Street, NW, Suite 249
Washington, DC 20001
' Ph: 202-624-5800
Fax: [phone]
internet: http://www.aashto.org
AMERICAN CONCRETE INSTITUTE (ACI)
P. 0. Box 9094
Farmington Hills, MI 48333
Ph: 248-848-3700
' Fax: [phone]
internet: http://www.aci-int.org
AMERICAN HARDBOARD ASSOCIATION (AHA)
1210 West Northwest Highway
Palatine, IL 60067
Ph: 708-934-8800
Fax: [phone]
t AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
11 West 42nd Street
New York, NY 10036
Ph: 212-642-4900
Fax: [phone]
internet: http://www.ansi.org
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
' 100 Barr Harbor Drive
West Conshohocken, PA 19428-2959
Ph: 610-832-9585
Fax: [phone]
' internet: http://www.astm.org
email: cservice®astm.org
AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)
345 East 47th Street
New York, NY 10017
Ph: 212-705-7722
Fax: [phone]
' internet: http://www.asme.org
SECTION 01420 Page 1

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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
AMERICAN WATER WORKS ASSOCIATION (AWWA)
6666 West Quincy Avenue
' Denver, CO 80235
Ph: 303-794-7711
Fax: [phone]
internet : http://www.awwa.org
email: [e-mail]
AMERICAN WELDING SOCIETY, INC. (AWS)
550 NW LeJeune Road
' Miami, FL 33126
Ph: 305-443-9353/800-334-9353
Fax: [phone]
internet: http://www.amweld.org
CODE OF FEDERAL REGULATIONS (CFR)
Superintendent of Documents
P. O. Box 371954
' Pittsburg, PA 15250-7954
Ph: 202-512-1800
Fax: [phone]
internet: http://www.access.gpo.gov/su_docs
COMMERCIAL ITEM DESCRIPTIONS (CID)
Defense Printing Service (DPS)
ATTN: Customer Service
' Building 4D
700 Robbins Avenue
Philadelphia, PA 19111-5094
Ph: 215-697-2179/2664
' Fax: [phone]
internet: http://www.dodssp.daps.mil
CORPS OF ENGINEERS (COE)
t U. S. Army Engineer Waterways Experiment Station
ATTN: Technical Report Distribution Section, Services Branch, TIC
3909 Halls Ferry Road
Vicksburg, MS 39180-6199
' Ph: 601-634-2355
Fax: [phone]
FEDERAL SPECIFICATIONS (FS)
' Defense Printing Service (DPS)
Building 4D
700 Robbins Avenue
Philadelphia, PA 19111-5094
Ph: 215-697-2179
Fax: [phone]
internet: http://www.dodssp.daps.mil
' MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS
INDUSTRY, INC. (MSS)
127 Park Street, NE
Vienna, VA 22180-4602
Ph: 703-281-6613
' Fax: [phone]
internet: http://www.cssinfo.com
NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA)
1300 North 17th Street, Suite 1847
Rosslyn, Va 22209
Ph: 703-841-3200
Fax: [phone]
internet: http://www.nema.org
SECTION 01420 Page 2 -

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NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)
1 Batterymarch Park
' Quincy, MA 02269-9101
Ph: 617-770-3000
Fax: [phone]
internet: http: //www.nfpa.org
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
No. 1 South Wilmington Street
P. O. Box 25201
' Raleigh, NC 27611
Ph: 919-733-2520
Fax: [phone]
UNDERWRITERS LABORATORIES INC. (UL)
333 Pfingsten Road
Northbrook, , IL 60062-2096
Ph: 847-272-8800
Fax: [phone]
internet: http://www.ul.com
email: northbrookoul.com
' UNI-BELL PVC PIPE ASSOCIATION (UBPPA)
2655 Villa Creek Drive, Suite 155
Dallas, TX 75234
Ph: 214-243-3902
' Fax: [phone]
UNITED STATES CODE (USC)
Superintendent of Documents
' P. O. Box 371954
Pittsburg, PA 15250-7954
Ph: 202-512-1800 _
Fax: [phone]
' internet: http://www.access.gpo.gov/su_docs
U.S. DEPARTMENT OF COMMERCE PRODUCT STANDARDS (PS)
Superintendent of Documents
' P. O. Box 371954
Pittsburg, PA 15250-7954
Ph: 202-512-1800
Fax: [phone]
' internet: http://www.access.gpo.gov/su_docs
PART 2 PRODUCTS
' Not used.
PART 3 EXECUTION
' Not used.
' -- End of Section --
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' SECTION 01561
EROSION AND SEDIMENT CONTROL
09/99
PART 1 GENERAL
t1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
' basic designation only.
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
' NCSCC ESCM (1993) Erosion and Sediment Control
Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
' accomplished in conjunction with the project.
1.3 STATE APPROVED PLAN
' The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated.
' PART 2 PRODUCTS
2.1 SEDIMENT FENCE
' 2 .1.1 State Standard Sediment Fence
NCSCC ESCM Standard 6.62, sediment fence (maximum height of 457 mm) .
2 .2 SILT FENCE DROP INLET OR CATCH BASIN PROTECTION
2.2.1 State Standard Drop Inlet Protection
' NCSCC ESCM Standard 6.51, using silt fencing.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3 .1.1 Aggregate
' NCSCC ESCM, Standard 6.06.
2.4 DUST SUPPRESSORS
' Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2 .5 TEMPORARY SEEDING
' 2.5.1 State Standard Temporary Seeding
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
' - 6.10. Provide hay or straw mulch.
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
2.6 EROSION CONTROL MATTING
Jute, excelsior, or paper matting that has not been bleached or dyed.
Provide matting in minimum 1.2 meter widths. Staples for anchoring the
matting shall be minimum 11 gage wire, formed into a "U" shape with a
minimum throat width of 25 .4 mm and minimum length of 152 mm after forming.
2.6.1 Jute Matting
A uniform open plain weave of single jute yarn providing an average weight
' of .5 kg per square meter of matting. Yarn shall be of a loosely twisted
construction and shall not vary in thickness by more than one-half its
normal diameter. Matting shall have openings between strands length wise of
11 to 19 mm, and between strands crosswise of 17 to 29 mm.
t2.6.2 Excelsior Matting
A machine produced mat of wood excelsior with a minimum of 80 percent of
' wood fibers 152 mm in length or longer. The matting shall have an average
weight of .41 to .46 kg per square meter with an even fiber distribution
producing a consistent mat thickness, and shall have on one side a woven
fabric. The woven fabric shall be twisted paper cord, cotton cord, or an
' extruded plastic mesh with a minimum mesh size of 25 by 25 mm and a maximum
mesh size of 38 by 76 mm.
2.6.3 Paper Matting
' Shall be a knitted polypropylene yarn with uniform openings with
biodegradable paper strips continuously interwoven. The matting shall
weigh a minimum of .05 kg per square meter with maximum openings of 19 mm
' and minimum openings of 13 mm.
2.6.4 Straw Matting
A machine produced straw mat with a minimum thickness of 13 mm +/- 3 mm.
The straw shall be evenly distributed throughout the mat to provide a
minimum average dry weight of .38 kg per square meter . The topside of the
mat shall be covered with a 9 mm biodegradable plastic mesh, with the mesh
attached to the straw by a knitting process using biodegradable thread.
' PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
' Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major site grading takes
place. Provide additional sediment traps and sediment fences as grading
progresses. Provide drop inlet or catch basin protection around existing
drainage structures, and inlet and outlet protection at the ends of new
drainage systems. Stabilize graded and disturbed areas immediately after
grading. Permanent stabilization shall be provided immediately on areas
' that have been final graded. Temporary seeding and mulching shall be
provided on disturbed areas as specified in the paragraph entitled
"Temporary Seeding. " Installation of temporary erosion control features
shall be coordinated with the construction of permanent erosion control
features to assure effective and continuous control of erosion and sediment
deposition. Remove temporary erosion control measures at the end of
construction and provide permanent seeding.
3.2 SEDIMENT FENCES
Install posts' a maximum of 1829 mm on center, and at an angle between 2
. degrees and 20 degrees towards the potential silt load area. Sediment
' fence height shall be approximately 406 mm. Do not attach filter fabric to
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' existing trees. Secure filter fabric to the post using staples, tie wire,
or hog rings. Imbed the filter fabric into the ground as indicated.
Splice filter fabric at support pole using a 152 mm overlap and securely
' seal .
3 .3 DROP INLET OR CATCH BASIN PROTECTION
' Provide stakes evenly spaced around the perimeter of the drop inlet or
catch basin, a maximum of one meter apart. stakes shall be driven
immediately adjacent to the drainage structure, a minimum of 457 mm into
the ground. The fabric shall be securely fastened to the outside of the
' stakes, with the bottom of the fabric placed into a trench and backfilled.
3.4 CONSTRUCTION ENTRANCE
t Provide a minimum 15.2 meters long, 6.1 meters wide entrance, a minimum of
152 mm thick, at points of vehicular ingress and egress on the construction
site. Construction entrances shall be cleared and grubbed, and then
excavated a minimum of 76 mm prior to placement of the filter fabric and
' aggregate. The aggregate shall be placed in a manner that will prevent
damage and movement of the fabric. Place fabric in one piece, where
possible. Overlap fabric joints a minimum of 305 mm.
' 3 .5 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
ways. Apply calcium chloride at the rate of 4.9 to 6.1 kilograms per square
meter of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
' other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
' 3 .6 TEMPORARY SEEDING
3 .6 .1 Time Restrictions
' within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
' a. Grading operations stop for an anticipated duration of 30 days or
more.
' b. When it is impossible or impractical to bring an area to finish
grade so that permanent seeding operations can be performed
without serious disturbance from additional grading.
C. Grading operations for a specific area are completed and the
seeding seasons specified for permanent seeding in Section 02823,
"Re-Establishing Vegetation" is more than 30 days away.
' d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil
materials.
3.6.2 Seeding Requirements
' 3 .6.2.1 State Standard Seeding Requirements
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
6 .10. Provide hay or straw mulch in an air dried condition, and secure
' mulch in place.
3 . 6 .2 .2 Permanent Seeding
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season as specified in Section 02823,
"Re-Establishing Vegetation" .
3 .7 EROSION CONTROL MATTING
Place matting in the direction of the flow of water. The up channel mat
ting end shall be toed in a narrow trench a minimum of 127 mm deep. Where
' one roll of matting ends and a second roll begins, the end of the upper
roll shall be brought over the buried end of the second roll, to provide a
152 mm overlap. Where matting widths are laid side by side, the overlap
between matting shall be 102 mm. Provide check slots every 15 meters
t longitudinally in the matting. Construct check slots by providing a narrow
trench 127 mm deep and folding the matting down in to the trench, across
the bottom of the trench, and then back up the trench to the existing
ground Backfill and compact the trench using the excavated material from
' the trench. Staple matting ends, junctions, and check slots at 254 mm on
center. Staple matting outer edges and overlaps and the center of each
matting strip at one meter on center. Install excelsior matting with the
woven fabric on top.
' 3 .8 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
' longed rainfall. Remove sediment deposits after each rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
' control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3 . 9 CLEAN UP
' At the completion of the job, or when directed or approved by the
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
t be filled (where applicable) , shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
1
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SECTION 01575
TEMPORARY ENVIRONMENTAL CONTROLS
03/00
PART 1 GENERAL
' 1.1 REFERENCES
The publications listed below form a part of this specification to the
t extent referenced. The publications are referred to in the text by the
basic designation only.
CODE OF FEDERAL REGULATIONS (CFR)
' 29 CFR 1910.1200 Hazard Communication
40 CFR 112 Oil Pollution Prevention
40 CFR 261 Identification and Listing of Hazardous
Waste
40 CFR 262 Generators of Hazardous Waste
40 CFR 263 Transporters of Hazardous Waste
40 CFR 264 Owners and Operators of Hazardous Waste
Treatment, Storage, and Disposal Facilities
40 CFR 265 Interim Status Standard for owners and
' Operators of Hazardous Waste Treatment,
Storage, and Disposal Facilities
40 CFR 266 Management of Specific Hazardous Wastes
and Specific Types of Hazardous Waste
Management Facilities
40 CFR 268 Land Disposal Restrictions
' 40 CFR 279 Used Oil Regulations
40 CFR 300 National Oil and Hazardous Substances
Pollution Contingency Plan
' 40 CFR 355 Emergency Planning and Notification
40 CFR 372-SUBPART D EPA Toxic Chemical Release Reporting
Regulations
49 CFR 173 Shipments and Packagings
' 49 CFR 178 Packagings
1.2 DEFINITIONS
' 1.2.1 Sediment
Soil and other debris that have eroded and have been transported by runoff
water or wind.
1.2 .2 Solid Waste -
Garbage, refuse, debris, sludge, or other discharged material (except
hazardous waste as defined in paragraph entitled "Hazardous Waste" or
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' hazardous debris as defined in paragraph entitled "Hazardous Debris") ,
including solid, liquid, semisolid, or contained gaseous materials
resulting from domestic, industrial, commercial, mining, or agricultural
' operations. Material not regulated as solid waste are: nuclear source or
byproduct materials regulated under the Federal Atomic Energy Act of 1954
as amended; suspended or dissolved materials in domestic sewage effluent or
irrigation return flows, or other regulated point source discharges;
regulated air emissions; and fluids or wastes associated with natural gas
or crude oil exploration or production.
a. Green waste: The vegetative matter from landscaping, land
' clearing and grubbing, including, but not limited to, grass,
bushes, scrubs, small trees and saplings, tree stumps and plant
roots. Marketable trees, grasses and plants that are indicated to
remain, be re-located, or be re-used are not included.
' b. Surplus soil: Existing soil that is in excess of what is required
for this work, including aggregates intended, but not used, for
on-site mixing of concrete, mortars and paving. Contaminated soil
meeting the definition of hazardous material or hazardous waste is
not included.
C. Inert construction and demolition debris: Broken or removed
' concrete, masonry, and rock asphalt paving; ceramics; roofing
paper and shingles. Inert materials may not be re-inforced with
or contain ferrous wire, rods, accessories and weldments.
' d. Wood: Dimension and non-dimension lumber, plywood, chipboard,
hardboard. Treated and/or painted wood that meets the definition
of lead contaminated or lead based contaminated paint is not
included.
' e. Scrap metal: Scrap and excess ferrous and non-ferrous metals such
as re-inforcing steel, structural shapes, pipe and wire that are
recovered or collected and disposed of as scrap. Scrap metal
meeting the definition of hazardous material or hazardous waste is
not included.
f. Paint cans: Metal cans that are empty of paints, solvents,
' thinners and adhesives. If permitted by the paint can label, a
thin dry film may remain in the can.
g. Recyclables: Materials, equipment and assemblies such as doors,
windows, door and window frames, plumbing fixtures, glazing and
' mirrors that are recovered and sold as recyclable. Metal meeting
the definition of lead contaminated or lead based paint
contaminated may not be included as recyclable if sold to a scrap
metal company. Paint cans may not be included as recyclable if
sold to a scrap metal company.
1.2.3 Debris
t Non-hazardous solid material generated during the construction, demolition,
or renovation of a structure which exceeds 60 mm particle size that is: a
manufactured object; plant or animal matter; or natural geologic material
(e.g. cobbles and boulders) . A mixture of debris and other material such
' as soil or sludge is also subject to regulation as debris if the mixture is
comprised primarily of debris by volume, based on visual inspection.
1.2.4 Hazardous Debris
' As defined in paragraph entitled "Debris" of this section, debris that
contains listed hazardous waste (either on the debris surface, or in its
interstices, such as pore structure) per 40 CFR 261; or debris that
' exhibits a characteristic of hazardous waste per 40 CFR 261.
SECTION 01575 Page 2
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' 1.2.5 Chemical Wastes
' This includes salts, acids, alkalies, herbicides, pesticides, and organ`-c
chemicals.
1.2.6 Garbage
' Refuse and scraps resulting from preparation, cooking, dispensing, and
consumption of food.
' 1.2 .7 Hazardous Waste
Hazardous waste as defined in 40 CFR 261 or as defined by applicable State
and local regulations.
1.2.8 Oily Waste
Petroleum products and bituminous materials.
1.2 .9 Regulated Waste
Those solid waste that have specific additional Federal, state, or local
' controls for handling, storage, or disposal.
1.2 .10 Class I Ozone Depleting Substance (ODS)
' Class I ODS is defined in Section 602 (a) of The Clean Air Act and includes
the following chemicals:
chlorofluorocarbon-11 (CFC-11) chlorofluorocarbon-213 (CFC-213)
' chlorofluorocarbon-12 (CFC-12) chlorofluorocarbon-214 (CFC-214)
chlorofluorocarbon-13 (CFC-13) chlorofluorocarbon-215 (CFC-215)
chlorofluorocarbon-111 (CFC-111) chlorofluorocarbon-216 (CFC-216)
chlorofluorocarbon-112 (CFC-112) chlorofluorocarbon-217 (CFC-217)
' chlorofluorocarbon-113 (CFC-113) halon-1211
chlorofluorocarbon-114 (CFC-114) halon-1301
chlorofluorocarbon-115 (CFC-115) halon-2402
chlorofluorocarbon-211 (CFC-211) carbon tetrachloride
chlorofluorocarbon-212 (CFC-212) methyl chloroform
' 1.2.11 Hazardous Materials
Any material that is regulated as a hazardous material in accordance with
' 49 CFR 173, requires a Material Safety Data Sheet (MSDS) in accordance with
29 CFR 1910.1200, or which during end use, treatment, handling, storage,
transportation or disposal meets or has components which meet or have the
potential to meet the definition of a Hazardous Waste in accordance with 40
' CFR 261. Throughout this specification, hazardous material includes
hazardous chemicals.
1.3 SUBMITTALS
' Submit the following in accordance with Section 01330, "Submittal
Procedures. "
' SD-11 Closeout Submittals
Erosion and sediment control inspection reports
' 1.4 REPORTS
1.4.1 Erosion and Sediment Control Inspection Reports
Submit "Erosion and Sediment Control Inspection Reports" to the Contracting
SECTION 01575 Page 3

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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' Officer once every 7 calendar days and within 24 hours of a storm event
that produces 12 mm or more of rain.
' 1 . 5 CLASS I ODS PROHIBITION
Class I ODS as defined and identified herein shall not be used in the
performance of this contract, nor be provided as part of the equipment.
This prohibition shall be considered to prevail over any other provision,
specification, drawing, or referenced documents.
1 .6 ENVIRONMENTAL PROTECTION REQUIREMENTS
' Provide and maintain, during the life of the contract, environmental
protection as defined. Plan for and provide environmental protective
measures to control pollution that develops during normal construction
' practice. Plan for and provide environmental protective measures required
to correct conditions that develop during the construction of permanent or
temporary environmental features associated with the project. Comply with
Federal, State, and local regulations pertaining to the environment,
' including water, air, solid waste, hazardous waste and substances, oily
substances, and noise pollution.
PART 2 PRODUCTS
' Not used.
PART 3 EXECUTION
' 3 .1 PROTECTION OF NATURAL RESOURCES
Preserve the natural resources within the project boundaries and outside
' the limits of permanent work. Restore to an equivalent or improved
condition upon completion of work. Confine construction activities to
within the limits of the work indicated or specified.
3 .1.1 Land Resources
' Except in areas to be cleared, do not remove, cut, deface, injure, or
destroy trees or shrubs without the Contracting Officer's permission. Do
not fasten or attach ropes, cables, or guys to existing nearby trees for
' anchorages unless authorized by the Contracting Officer. Where such use of
attached ropes, cables, or guys is authorized, the Contractor shall be
responsible for any resultant damage.
t3 .1.1.1 Protection of Trees
Protect existing trees which are to remain and which may be injured,
bruised, defaced, or otherwise damaged by construction. operations. Remove
' displaced rocks from uncleared areas. By approved excavation, remove trees
with 30 percent or more of their root systems destroyed.
3.1.1.2 Replacement
' Remove trees and other landscape features scarred or damaged by equipment
operations, and replace with equivalent, undamaged trees and landscape
features. Obtain Contracting Officer's approval before replacement.
' 3.1.2 Water Resources
3 .1.2 .1 Stream Crossings
' The Contracting Officer's approval is required before any equipment will be
permitted to ford live streams. In areas where frequent crossings are
required, install temporary culverts or bridges. Obtain Contracting
' Officer's approval prior to installation. Remove temporary culverts or
SECTION 01575 Page 4

' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
bridges upon completion of work, and repair the area to its original
condition.
' 3 .1. 2 .2 Oily and Hazardous Substances
Prevent oil or hazardous substances from entering the ground, drainage
areas, or navigable waters. In accordance with 40 CFR 112, surround all
temporary fuel oil or petroleum storage tanks with a temporary berm or
containment of sufficient size and strength to contain the contents of the
tanks, plus 10 percent freeboard for precipitation. The berm shall be
impervious to oil for 72 hours and be constructed so that any discharge
' will not permeate, drain, infiltrate, or otherwise escape before cleanup
occurs.
3.2 HISTORICAL AND ARCHAEOLOGICAL RESOURCES
Carefully protect in-place and report immediately to the Contracting
Officer historical and archaeological items or human skeletal remains
discovered in the course of work. Stop work in the immediate area of the
' discovery until directed by the Contracting Officer to resume work. The
Government retains ownership and control over historical and archaeological
resources.
' 3 .3 EROSION AND SEDIMENT CONTROL MEASURES
Protect in accordance with Section 01561, "Erosion and Sediment Control. "
3.4 CONTROL AND DISPOSAL OF HAZARDOUS WASTES
3.4.1 Hazardous Waste/Debris Management
The Contractor shall identify all construction activities which will
' generate hazardous waste/debris. The Contractor must provide a documented
waste determination for all resultant waste streams. Hazardous
waste/debris shall be identified, labeled, handled, stored, and disposed of
in accordance with all Federal, State, and local regulations including 40
CFR 261, 40 CFR 262, 40 CFR 263, 40 CFR 264, 40 CFR 265, 40 CFR 266, and 40
CFR 268. Hazardous waste shall also be managed in accordance with the
approved Hazardous Waste Management Section of the Environmental Protection
Plan. Store hazardous wastes in approved containers in accordance with 49
' CFR 173 and 49 CFR 178 . Hazardous waste generated within the confines of
Government facilities shall be identified as being generated by the
Government. Prior to removal of any hazardous waste from Government
property, all hazardous waste manifests must be signed by activity
t personnel from the Station Environmental Office. No hazardous waste shall
be brought onto Government property. Provide to the Contracting Officer a
copy of waste determination documentation for any solid waste streams that
have any potential to be hazardous waste or contain any chemical
' constituents listed in 40 CFR 372-SUBPART D. For hazardous wastes spills,
verbally notify the Contracting Officer immediately.
3.4.2 Hazardous Material Control
' The Contractor shall include hazardous material control procedures in the
Safety Plan. The procedures shall address and ensure the proper handling
of hazardous materials, including the appropriate transportation
requirements. The Contractor shall submit a MSDS and estimated quantities
to be used for each hazardous material to the Contracting Officer prior to
bringing the material on base. Typical materials requiring MSDS and
quantity reporting include, but are not limited to, oil and latex based
' painting and caulking products, solvents, adhesives, aerosol, and petroleum
products. At. the end of the project, the Contractor shall provide the
Contracting Officer with the maximum quantity of each material that was
present at the site at any one time, the dates the material was present,
' the amount of each material that was used during the project, and how the
SECTION 01575 Page 5

' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' material was used. The Contractor shall also ensure that hazardous
materials are utilized in a manner that will minimize the amount of
hazardous waste that is generated. The Contractor shall ensure that all
' containers of hazardous materials have NFPA labels or their equivalent.
Copies of the MSDS for hazardous materials shall be kept on site at all
times and provided to the Contracting Officer at the end of the project.
The Contractor shall certify that all hazardous materials removed from the
' site are hazardous materials and do not meet the definition of hazardous
waste per 40 CFR 261.
3 .4.3 Petroleum Products
' Conduct the fueling and lubricating of equipment and motor vehicles in a
manner that protects against spills and evaporation. All used oil
generated on site shall be managed in accordance with 40 CFR 279. The
' Contractor shall determine if any used oil generated while on-site exhibits
a characteristic of hazardous waste. In addition, used oil containing 1000
parts per million of solvents will be considered a hazardous waste and
disposed of at Contractor's expense. Used oil mixed with a hazardous waste
' will also be considered a hazardous waste. All hazardous waste will be
managed in accordance with the paragraph entitled Hazardous Waste/Debris
Management of this section.
' 3 .4.4 Releases/Spills of Oil and Hazardous Substances
Take precautions to prevent releases/spills of oil and hazardous
substances. In the event of any releases of oil and hazardous substances,
chemicals, or gases; immediately (within 15 minutes) notify the Base or
Activity Fire Department, the activity's Command Duty Officer, and the
Contracting Officer. The Contractor is responsible for verbal and written
notifications as required by the federal 40 CFR 355, State, local
regulations and Navy Instructions. Spill response shall be in accordance
with 40 CFR 300 and applicable State and local regulations. Contain and
clean up these spills without cost to the Government. If Government _
assistance is requested or required, the Contractor shall reimburse the
Government for such assistance. Provide copies of the written notification
' and documentation that a verbal notification was made within 20 days.
3 . 5 DUST CONTROL
' Keep dust down at all times, including during nonworking periods. Sprinkle
or treat, with dust suppressants, the soil at the site, haul roads, and
other areas disturbed by operations. Dry power brooming will not be
permitted. Instead, use vacuuming, wet mopping, wet sweeping, or wet power
' brooming. Air blowing will be permitted only for cleaning nonparticulate
debris such as steel reinforcing bars. Only wet cutting will be permitted
for cutting concrete blocks, concrete, and bituminous concrete. Do not
unnecessarily shake bags of cement, concrete mortar, or plaster.
1 3.6 NOISE
Make the maximum use of low-noise emission products, as certified by the
' EPA. Blasting or use of explosives will not be permitted without written
permission from the Contracting officer, and then only during the
designated times.
' 3.7 REMOVAL FROM CAMP LEJEUNE, NC
Remove and dispose of rubbish and debris from Government property.
' a. Provide 24-hour advance written notice to the Contracting Office
of Contractor's intention to dispose of off base.
b. Disposal at sites or landfills not holding a valid State of North
' Carolina permit is specifically prohibited. The prohibition also
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' applies to sites where a permit may have been applied for but not
yet obtained.
' C. Off-base disposal of construction debris outside the parameters of
this paragraph at site without State permits and/or not in
accordance with regulatory requirements shall require the
Contractor at his own expense to remove, transport and relocate
the debris to a State approved site. The Contractor shall also be
required to pay any fines, penalties, or fees related to the
illegal disposal of construction debris -
' d. Metals will not be accepted at the Base Sanitary Landfill.
Materials which may be deposited in the landfill include:
CATEGORY CONSTRUCTION DEBRIS DISPOSAL - BASE
' SANITRY LANDFILL EXAMPLE/GENERAL INFORMATION FOR
DEPOSIT IN THE LANDFILL
Mixed Debris The following materials may be placed in
' the landfill in a location designated by the
landfill operator. These items may be mixed
together.
' Sheetrock - plaster - glass (broken)
Non asbestos insulation - (fiberglass and
mineral wool shall be bagged) .
' Packing paper, styrofoam, and pasteboard boxes
Non-asbestos roofing materials such as shingles
built-up and shingle roofing.
Painted wood such as doors, windows, siding, and
trim.
Plastic/fiberglass such as pipe, electrical
boxes, cover plates, etc.
Ceramic and vinyl flooring or tile - ceiling
' tile.
Masonry and Concrete Deliver concrete, block, brick, mortar to the
landfill separate from any other items, and
t place in a location designated by the landfill
operator. Reinforcement wire and rebar shall be
removed flush with exposed surfaces.
' Nonrecyclable Cardboard Breakdown corrugated cardboard boxes and deliver
to the Base Recycling Center located at Building
913. If Base personnel rejects the cardboard,
take cardboard to the landfill.
' Nonrecyclable Wall Pallets Deliver usable pallets to the Base Recycling
Center located at Building 913. If base
personnel rejects the pallets, take pallets to
the landfill.
Treated Wood Deliver treated wood, and such as piling and
power poles, to the landfill separated from any
' other items, and place in locations as
designated by the landfill operator.
Untreated/Unpainted Wood Deliver lumber, trees, stumps, limbs, tops, and
t shrubs to the landfill separated from any other
items, and place in locations as deignated by
landfill operator.
' Organic Matter Deliver leaves, pine straw, grass clippings to
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CATEGORY CONSTRUCTION DEBRIS DISPOSAL - BASE
SANITRY LANDFILL EXAMPLE/GENERAL INFORMATION FOR
DEPOSIT IN THE LANDFILL
t the landfill separated from any other items, and
place in locations as designated by landfill
operator. No bags or containers are allowed.
Fiberglass Tanks Clean tanks before delivery to landfill .
550 gallons or less
Asphalt Pavement Remove pavement from Government property and
deliver to an asphalt-recycling establishment.
Provide a record of the total tons of asphalt
recycled and the corporate name and location of
the recycling establishment receiving the
removed asphalt.
Weigh each and every Separate each catagory of construction debris at
vehicle delivering debris the construction site and deliver separately to
" the landfill.
Weigh each and every Place each catagory of construction debris in
vehicle delivering debris the landfill at the location designated by the
' landfill operator.
Asbestos Refer to Section 13281
' Lead Based Paint and Refer to Section 13283
Materials
Metals Metals will not be accepted at the landfill.
' Remove metals from each and every catagory
before delivery to the landfill.
(Example: Remove hardware from doors and windows
Dispose of metal construction debris at Defense
' Reutilization Maintenance Office (DRMO) Building
TC-861, Camp Geiger.
Aluminum, brass, copper, lead, other metal,
' electrical wiring, cable (cut in 3 foot or less
sections)
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SECTION 02220
' SITE DEMOLITION
03/00
PART 1 GENERAL
1. 1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
ANSI A10.6 (1990) Demolition Operations
CODE OF FEDERAL REGULATIONS (CFR)
' 40 CFR 61-SUBPART M National Emission Standard for Asbestos
1.2 GENERAL REQUIREMENTS
' Do not begin demolition until authorization is received from the
Contracting Officer. Remove rubbish and debris from the project site.
1.3 DEFINITIONS
1.3 .1 Class I and Class II Ozone Depleting Substance (ODS)
Class I and Class II ODS are defined in Section, 602 (a) and (b) , of The
Clean Air Act.
1.4 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures. "
SD-07 Certificates
' Demolition plan; G OIC
Notifications; G OIC
1.5 REGULATORY AND SAFETY REQUIREMENTS
Comply with federal, state, and local hauling and disposal regulations.
' In addition to the requirements of the "Contract Clauses, " safety
requirements shall conform with ANSI A10.6.
1.5.1 Notifications
' Furnish timely notification of demolition and renovation projects to
Federal, State, regional, and local authorities in accordance with 40 CFR
61-SUBPART M. Notify the Regional Office of the United States
' Environmental Protection Agency (USEPA) , State's environmental protection
agency, local air pollution control district/agency and the Contracting
Officer in writing 10 working days prior to the commencement of work in
accordance with 40 CFR 61-SUBPART M.
' 1.6 DUST AND DEBRIS CONTROL
Prevent the spread of dust and debris and avoid the creation of a nuisance
' or hazard in the surrounding area. Do not use water if it results in
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' hazardous or objectionable conditions such as, but not limited to, ice,
flooding, or pollution.
1.7 PROTECTION
1. 7. 1 Traffic Control Signs
Where pedestrian and driver safety is endangered in the area of removal
work, use traffic barricades with flashing lights. Notify the Contracting
Officer prior to beginning such work.
' 1.7.2 Existing Work
Protect existing work which is to remain in place, be reused, or remain the
property of the Government. Repair items which are to remain and which are
damaged during performance of the work to their original condition, or
replace with new. Do not overload structural elements or pavements to
remain. Provide new supports and reinforcement for existing construction
weakened by demolition or removal work. Repairs, reinforcement, or
structural replacement must have Contracting Officer approval.
' 1.7.3 Trees
Conform to Section 01575, "Temporary Environmental Controls, " for
' protection of natural resources.
1.7.4 Facilities
' Protect electrical and mechanical services and utilities. Where removal of
existing utilities and pavement is specified or indicated, provide approved
barricades, temporary covering of exposed areas, and temporary services or
connections for electrical and mechanical utilities.
' 1.8 BURNING
Burning will not be permitted.
1.9 RELOCATIONS
Perform the removal and reinstallation of relocated items as indicated with
workmen skilled in the trades involved. Repair items to be relocated which
are damaged or replace damaged items with new undamaged items as approved
by the Contracting Officer.
' 1.10 Required Data
Demolition plan shall include procedures for coordination with other work
in progress, a disconnection schedule of utility services, and a detailed
' description of methods and equipment to be used for each operation and of
the sequence of operations.
PART 2 PRODUCTS
' Not used.
PART 3 EXECUTION
3.1 EXISTING FACILITIES TO BE REMOVED
3.1.1 Structures
' Remove indicated existing structures in their entirety.
3.1.2 Utilities and Related Equipment
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Remove existing utilities, as indicated and terminate in a manner
conforming to the nationally recognized code covering the specific utility
and approved by the Contracting Officer. Remove meters and related
' equipment and deliver to a location on the station in accordance with
instructions of the Contracting Officer. If utility lines are encountered
that are not shown on drawings, contact the Contracting Officer for further
instructions.
3 .1.3 Paving and Slabs
Remove concrete and asphaltic concrete paving and slabs as indicated.
Provide neat sawcuts at limits of pavement removal as indicated.
3.2 FILLING
Fill holes in accordance with Section 02301, "Earthwork for Structures and
' Pavements" .
3.3 DISPOSITION OF MATERIAL
' 3 .3.1 Title to Materials
Except where specified in other sections, all materials and equipment
removed, and not reused, shall become the property of the Contractor and
shall be removed from Government property.
3.4 CLEANUP
' 3.4.1 Debris and Rubbish
Remove and transport debris and rubbish in a manner that will prevent
spillage on pavements, streets or adjacent areas. Clean up spillage from
' pavements, streets and adjacent areas.
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SECTION 02231
' CLEARING AND GRUBBING
09/99
PART 1 GENERAL
' Not used.
PART 2 PRODUCTS
' Not used.
PART 3 EXECUTION
3 .1 PROTECTION
3 .1.1 Roads and Walks
' Keep roads and walks free of dirt and debris at all times.
3. 1.2 Trees, Shrubs, and Existing Facilities
Protection shall be in accordance with Section 01575, "Temporary
Environmental Controls. "
' 3 .1.3 Utility Lines
Protect existing utility lines that are indicated to remain from damage.
Notify the Contracting Officer immediately of damage to or an encounter
with an unknown existing utility line. The Contractor shall be responsible
for the repairs of damage to existing utility lines that are indicated or
made known to the Contractor prior to start of clearing and grubbing
operations. When utility lines which are to be removed are encountered
within the area of operations, the Contractor shall notify the Contracting
' Officer in ample time to minimize interruption of the service. Refer to
Section 01575, "Temporary Environmental Controls, " for additional utility
protection.
' 3 .2 CLEARING
Shall consist of the felling, trimming, and cutting of trees into sections
and the satisfactory disposal of the trees and other vegetation designated
for removal, including downed timber, snags, brush, and rubbish occurring
within the areas to be cleared. Cut off flush with or below the original
ground surface trees, stumps, roots, brush, and other vegetation in areas
to be cleared, except for trees and vegetation indicated or directed to be
left standing.
3.3 TREE REMOVAL
Where indicated, remove designated trees and stumps and grub roots.
3.4 GRUBBING
' Remove and dispose of roots larger than 75 mm in diameter, matted roots,
and stumps. Fill depressions made by grubbing with suitable material and
compact in accordance with the requirements specified in Section 02301,
"Earthwork for Structures and Pavements" to make the new surface conform
' with the existing adjacent surface of the ground.
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' 3 .5 DISPOSAL OF CLEARED AND GRUBBED MATERIALS
3 .5.1 Nonsaleable Materials
' Remove from the project site and dispose of off station.
-- End of Section --
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SECTION 02301
' EARTHWORK FOR STRUCTURES AND PAVEMENTS
09/00
PART 1 GENERAL
' 1.1 REFERENCES
The publications listed below form a part of this specification to the
' extent referenced. The publications are referred to in the text by the
basic designation only:
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM C 33 (1997) Concrete Aggregates
ASTM D 698 (1991) Laboratory Compaction
' Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft (600 kN-m/m) )
ASTM D 1140 (1997) Amount of Material in Soils Finer
' Than the No. 200 (75-Micrometer) Sieve
ASTM D 1557 (1991) Laboratory Compaction
Characteristics of Soil Using Modified
Effort (56, 000 ft-lbf/ft (2, 700 kN-m/m) )
ASTM D 1586 (1984; R 1992) Penetration Test and
Split-Barrel Sampling of Soils
' ASTM D 2434 (1968; R 1994) Permeability of Granular
Soils (Constant Head)
ASTM D 2487 (1993) Classification of Soils for
' Engineering Purposes (Unified Soil
Classification System)
ASTM D 2922 (1996) Density of Soil and Soil-Aggregate
' in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 (1996) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
' ASTM D 3786 (1987) Hydraulic Bursting Strength of
Knitted Goods and Nonwoven Fabrics -
Diaphragm Bursting Strength Tester Method
' ASTM D 4253 (1993) Maximum Index Density of Soils
Using a Vibratory Table
' ASTM D 4254 (1991) Minimum Index Density and Unit
Weight of Soils and Calculation of
Relative Density
ASTM D 4318 (1995; Rev. A) Liquid Limit, Plastic
Limit, and Plasticity Index of Soils
ASTM D 4355 (1992) Deterioration of Geotextiles from
' Exposure to Ultraviolet Light and Water
(Xenon-Arc Type Apparatus)
ASTM D 4491 (1996) Water Permeability of Geotextiles
' by Permittivity
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' ASTM D 4533 (1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
' ASTM D 4632 (1991; R 1996) Grab Breaking Load and
Elongation of Geotextiles
' ASTM D 4751 (1995) Determining Apparent Opening Size
of a Geotextile
ASTM D 4759 (1988; R 1996) Determining the
' Specification Conformance of Geosynthetics
ASTM D 4833 (1988; R 1996) Index Puncture Resistance
of Geotextiles, Geomembranes, and Related
' Products
CORPS OF ENGINEERS (COE)
' COE EM-385-1-1 (1992) Safety and Health Requirements
Manual
STATE OF NORTH CAROLINA, DEPARTMENT OF TRANSPORTATION
' SSS-DOT (DOT)STANDARD (SSS)
Standard Specifications for Road and
Bridge Construction; Dated 1995
1.2 DEFINITIONS
1.2.1 Backfill
' A specified material used in refilling a cut, trench, or other excavation,
placed at a specified degree of compaction.
1.2.2 Capillary Water Barrier
' A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
' the area immediately below a slab.
1.2.3 Cohesive Materials
Cohesive materials include materials classified by ASTM D 2487 as GC, SC,
ML, CL, MH, and CH. Materials classified as GM and SM will be identified
as cohesive only when the fines have a plasticity index greater than zero.
' 1-.2.4 Cohesionless Materials
Cohesionless materials include materials classified by ASTM D 2487as GW,
GP, SW, and SP. Materials classified as GM and SM will be identified as
' cohesionless only when the fines have a plasticity index of zero.
1.2.5 Compaction
The process of mechanically stabilizing a material by increasing its
density at a controlled moisture condition. "Degree of Compaction" is
expressed as a percentage of the maximum density obtained by the test
procedure described in ASTM D 698 or ASTM D 1557 for general soil types or
' ASTM D 4253 and ASTM D 4254 (Relative Density) for isolated cohesionless
materials, abbreviated in this specification as percent ASTM D
maximum density. "
' 1.2.6 Controlled Fill and Controlled Backfill
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' A specified soil mix or gradation of materials constructed to attain
maximum bearing strength and minimize consolidation or differential
' settlement under a load. Controlled fill is sometimes called "structural
fill. "
1.2 .7 Embankment
' A "fill" having a top that is higher than adjoining ground.
1.2 .8 Excavation
' The removal of soil, rock, or hard material to obtain a specified depth or
elevation.
' 1.2.9 Fill
Specified material placed at a specified degree of compaction to obtain an
indicated grade or elevation.
1.2.10 Hard Material
Weathered rock, dense consolidated deposits or conglomerate materials,
' (excluding manmade materials such as concrete) which are not included in
the definition of "rock" but which usually require the use of heavy
excavation equipment with ripper teeth or the use of jack hammers for
removal. Material indicated in the soil boring logs as having a standard
' penetration resistance as determined by ASTM D 1586 between 60 and 600
blows per 300 mm is arbitrarily defined herein as "Hard Material. "
1.2.11 In Situ Soil
Existing in place soil.
1.2.12 Lift
A layer (or course) of soil placed on top of a previously prepared or
placed soil.
1.2.13 Soil
' The surface material of the earth's crust resulting from the chemical and
mechanical weathering of rock and organic material.
1.2.14 Subgrade
The material in excavation (cuts) and fills (embankments) immediately below
any subbase, base, pavement, or other improvement. Also, as a secondary
definition', the level below which work above is referenced.
1.2.15 Topsoil
In natural or undisturbed soil formations, the fine-grained, weathered
material on the surface or directly below any loose or partially decomposed
organic matter. Topsoil may be a dark-colored, fine, silty, or sandy
material with a high content of well decomposed organic matter, often
' containing traces of the parent rock material. Gradation and material
requirements specified herein apply to all topsoil references in this
contract. The material shall be representative of productive soils in the
vicinity.
' 1.2.16 Unsatisfactory Material
Existing, in situ soil or other material which can be identified as having
insufficient strength characteristics or stability to carry intended loads
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in fill or embankment without excessive consolidation or loss of stability.
Materials classified as PT, OH, or OL by ASTM D 2487 are unsatisfactory.
Unsatisfactory materials also include man-made fills, refuse, frozen
' material, uncompacted backfills from previous construction, unsound rock or
soil lenses, or other deleterious or objectionable material.
1.2 .17 Working Platform
' A layer of compacted crushed rock or natural stone that replaces the in
situ soil to provide a stable, uniform bearing foundation for construction
equipment to facilitate further site construction.
' 1.3 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures. "
SD-06 Test Reports
' Controlled fill and Controlled backfill material tests
Fill tests
Backfill tests
1.4 REGULATORY REQUIREMENTS
Materials and workmanship specified herein with reference to SSS-DOT State
Standard shall be in accordance with the referenced articles, sections and
paragraphs of the standard except that contractual and payment provisions
do not apply. Where the term "Engineer" is used, it shall mean the
Contracting Officer. Where the term "state" is used, it shall mean
"Federal Government. "
1.5 DELIVERY AND STORAGE
' Deliver and store materials in a manner to prevent contamination or
segregation. Store synthetic fiber filter cloth to prevent exposure to
direct sunlight in accordance with the manufacturer's recommendations.
' 1.6 CRITERIA FOR BIDDING
Base bids on the following criteria:
' a. Surface elevations as indicated.
b. No pipes or other man-made obstructions, except those indicated,
will be encountered.
' C. The character of the material to be excavated or used for subgrade
is as indicated. Rock or hard material as defined in paragraph
entitled "Definitions, " will not be encountered.
d. Ground water elevations indicated are those existing at the time
subsurface investigations were made and do not necessarily
represent ground water elevation at the time of construction.
e. Borrow material in the quantities required is not available at the
project site.
' f. Blasting will not be permitted.
1.7 SITE CONDITIONS
1.7.1 Dewatering Plan
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' Base on site surface and subsurface conditions and available soils and
hydrological data.
' 1.7.2 Utilities
Contact the Contracting Officer 72 hours prior to construction for the
location of all existing underground utilities . Movement of construction
machinery and equipment over pipes and utilities during construction shall
be at the Contractor's risk. Excavation made with power-driven equipment
is not permitted within 0.6 meter of known Government-owned utility or
' subsurface construction. For work immediately adjacent to or for
excavations exposing a utility or other buried obstruction, excavate by
hand. Start hand excavation on each side of the indicated obstruction and
continue until the obstruction is uncovered or until clearance for the new
' grade is assured. Support uncovered lines or other existing work as
affected by the contract excavation until approval for backfill is granted
by the Contracting Officer. Report damage to utility lines or subsurface
construction immediately to the Contracting officer.
' PART 2 PRODUCTS
2 .1 MATERIALS
' 2.1.1 Granular Fill
2.1.1.1 Capillary Water Barrier
Provide a capillary water barrier under concrete floor slabs consisting of
clean crushed stone, crushed gravel, or uncrushed gravel conforming to ASTM
C 33 coarse aggregate grading size 57, 67, or 7.
' 2.1.2 Soil Materials
Provide materials free from debris, roots, wood, scrap materials, vegetable
matter, refuse or frozen material. Maximum particle size permitted is 75 mm.
Use excavated material from the site for the work indicated when material
falls within the requirements specified herein.
2.1.2.1 Controlled Fill and Controlled Backfill
' Provide materials classified as GW, GP, SW, or SP by ASTM D 2487 where
indicated. The liquid limit of such material shall not exceed 35 percent
when tested in accordance with ASTM D 4318. The plasticity index shall not
be greater than 12 percent when tested in accordance with ASTM D 4318, and
not more than 35 percent by weight shall be finer than 75 micrometers sieve
when tested in accordance with ASTM D 1140. Coefficient of permeability
shall be a minimum of 0.61 mm per second when tested in accordance with
' - ASTM D 2434.
2.1.2.2 General Backfill Beside Structures
Soft, spongy, highly plastic, or otherwise unstable material is prohibited.
Material shall be unclassified but shall contain sufficient fines to
ensure proper compaction. If more material is required than is available
from on-site excavation, then provide that material from approved sources.
2.1.2.3 General Site Fill, Backfill and Embankment Material
Provide a soil material from the site or borrow that can be readily
' compacted to the specified densities. Materials shall be unclassified.
2 .1.2.4 Topsoil
Provide salvaged topsoil from stockpile. Provide additional topsoil from
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
approved sources off the site if stockpiled material is not sufficient to
complete all indicated work.
' 2.1 .2 . 5 Borrow
Provide materials meeting requirements for general site fill, controlled
fill and controlled backfill, general backfill, granular fill, topsoil, as
' applicable. Obtain borrow materials in excess of those furnished from
excavations described herein from sources off Government property.
2.2 FILTER FABRIC
' Provide a pervious sheet of polyester, nylon, glass or polypropylene,
ultraviolet resistant filaments woven, spun bonded, fused, or otherwise
manufactured into a nonraveling fabric with uniform thickness and strength.
The fabric shall have the following manufacturer certified minimum average
roll properties as determined by ASTM D 4759:
Class A
Grab tensile strength min. 800 N
(ASTM D 4632) machine
and transversed direction
' Grab elongation min. 15 percent
(ASTM D 4632) machine
and transverse direction
Puncture resistance min. 356 N
(ASTM D 4833)
Mullen burst strength min.2,000 kPa
' (ASTM D 3786)
Trapezoidal tear strengthmin. 222 N
(ASTM D 4533)
' Apparent opening size 0.6 mm
(ASTM D 4751)
Apparent opening size See Criteria Below
' (ASTM D 4751)
Soil with 50 percent or less particles by weight passing US 75 micrometers
Sieve, AOS less than 0.6mm (greater than 600 micrometers US Std. Sieve)
' Soil with more than 50 percent particles by weight passing US 75
micrometers Sieve, AOS less that 0.297 mm (greater than- 300 micrometers
US Std. Sieve) _
' Permeability (ASTM D 4491) k fabric greater than k soil
Ultraviolet Degradation 70 Percent Strength Retained at 150
(ASTM D 4355) hours
2.3 MATERIAL FOR RIP-RAP
Bedding material, filter fabric, and rock conforming to these requirements.
2.3.1 Bedding Material
Consisting of sand, gravel, or crushed rock, well graded, with a maximum
particle size of 50 mm. Material shall be composed of tough, durable
particles. Fines passing the 75 micrometers standard sieve shall have a
plasticity index less than six.
2.3.2 Rock
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' Rock fragments sufficiently durable to ensure permanence in the structure
and the environment in which it is to be used. Rock fragments shall be
free from cracks, seams, and other defects that would increase the risk of
detericration from natural causes. The size of the fragments shall be such
that no individual fragment exceeds a weight of 68 kg and that no more than
10 percent of the mixture, by weight, consists of fragments weighing 0.91 kg
' or less each. Specific gravity of the rock shall be a minimum of 2.50. '
The inclusion of more than trace one percent quantities of dirt, sand,
clay, and rock fines will not be permitted.
' PART 3 EXECUTION
3.1 PROTECTION
' 3 .1.1 Shoring and Sheeting
Provide shoring, bracing, cribbing, underpinning and sheeting where
required. In addition to Section 25 A and B of COE EM-385-1-1, and other
requirements of this contract meet the following:
a. Prevent undermining of pavements, foundations and slabs.
' b. Slope banks where space permits.
3 . 1.2 -Drainage
Plan for and provide the structures, equipment, and construction for the
collection and disposal of surface and subsurface water encountered in the
course of construction.
3.1.2.1 Drainage
Dispose of surface water which may accumulate in open excavations,
unfinished fills, or other low areas. Remove water by trenching where
approved, pumping, or other methods to prevent softening of exposed
' surfaces. Surface dewatering plan shall include rerouting of any storm
water runoff or natural drainage if necessary and shall comply with
requirements specified in Section 01575, "Temporary Environmental
Controls. " Collect and dispose of surface and subsurface water encountered
in the course of construction.
3.1.3 Protection and Restoration of Surfaces
' Protect newly graded areas from traffic, erosion, and settlements. Repair
and reestablish damaged or eroded slopes, elevations or grades and restore
surface construction prior to acceptance. Conduct work in accordance with
requirements specified in Section 01561, "Erosion and Sediment Control. "
' 3.1.3.1 Disposal of Excavated Material
Dispose of excavated material in such a manner that it will not obstruct
the flow of runoff, streams, endanger a partly finished structure, impair
the efficiency or appearance of facilities, or be detrimental to the
completed work.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
' Perform as specified in Section 02231, "Clearing and Grubbing. "
3.2.2 Stockpiling Topsoil
' Strip approved topsoil to a depth of 100 mm from the site where excavation
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or grading is indicated and stockpile separately from other excavated
material. Locate topsoil so that the material can be used readily for the
finished grading. Protect and store in segregated piles until needed.
3 .2.3 Unsatisfactory Material
Remove organic matter, sod, muck, rubbish, and unsuitable soils under
embankments which are less than 0.90 m in thickness and under pavements or
slabs on grade. Typical depth of removal of such unsuitable material shall
be 305 mm as indicated.
' 3 .3 EXCAVATION
i
Excavate to contours and dimensions indicated. Keep excavations free from
water while construction is in progress. Notify the Contracting officer
' immediately in writing in the event that it becomes necessary to remove
rock, hard material, or other material defined as unsatisfactory to a depth
greater than indicated and an adjustment in contract price will be
considered in accordance with the Contract clause entitled "Differing Site
' Conditions. " Refill excavations cut below the depths indicated with
controlled fill and compact as specified herein. Excavate soil disturbed
or weakened by construction operations or soils soften from exposure to
weather. Refill with controlled fill and compact as specified herein.
' 3.3.1 Excavations for Structures and Spread Footings
Excavate to depth indicated. If excavation is deeper than indicated, then
fill with controlled fill material prior to placement of footings.
3.3 .2 Shoring and Sheeting
Shore and sheet excavations as described in the submitted plan, with
' various members sized and arranged to prevent injury to persons and damage
to structures. Also arrange shoring and sheeting to preclude injurious
caving during removal.
' 3 .4 BORROW MATERIALS
Select borrow materials to meet requirements and conditions of the
particular fill or backfill materials to be used. Obtain borrow materials
' from sources off of Government property.
3.5 FILLING AND BACKFILLING
' 3.5.1 Subgrade Preparation
Scarify the underlying subgrade surface to a depth of 150 mm before the
fill is started. Step, bench, or break up sloped surfaces steeper than one
vertical to 4 horizontal so that the fill material will bond with or be
securely keyed to the existing material. Scarify existing surface to a
minimum depth of 150 mm if subgrade density is less than the degree of
compaction specified and recompact. When the subgrade is part fill and
part excavation or natural ground, scarify the excavated or natural ground
portion to a depth of 300 mm and recompact as specified for the adjacent or
overlying fill. Compact with equipment well suited to the soil being
compacted. Moisten or aerate material as necessary to provide the moisture
' content that will readily facilitate obtaining the specified compaction
with the equipment used.
3.5.2 Fill and Backfill Beside Structures
' Place required backfill material adjacent to structures and compact in a
manner that prevents wedging action or eccentric loading upon or against
the structures. Step or serrate slopes bounding or within areas to be
' backfilled to prevent sliding of the fill. Moisten or aerate material as
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' necessary to provide the moisture content that will readily facilitate
obtaining the specified compaction with the equipment used. Do not place
material on surfaces that are muddy, frozen, or contain frost. Do not use
equipment for backfilling operations or for the formation of embankments
against structures that will overload the structure.
3 .5.3 Controlled Fill and Controlled Backfill
Place controlled fill and controlled backfill under spread footing,
concrete slabs not pile supported, and pavements in loose lifts of 200 mm.
Do not place material on surfaces that are muddy, frozen, or contain frost.
' Compact with equipment well suited to the soil being compacted. Moisten
or aerate material as necessary to provide the moisture content that will
readily facilitate obtaining the specified compaction with the equipment
used. Compact each lift as specified herein before placing the overlaying
' lift. Compaction shall be accomplished continuously over the entire area.
Sufficient passes shall be made to ensure that specified density is
obtained.
3 .5.4 General Fill, and General Backfill
Construct fill, backfill and embankment at the locations and to lines and
grades indicated. Use only approved materials in constructing fill on the
prepared subgrade. Place satisfactory material in horizontal lifts not
' exceeding 200 mm in loose depth. Do not place material on surfaces that
are muddy, frozen, or contain frost. Compact with equipment well suited to
the soil being compacted. Moisten or aerate material as necessary to
provide the moisture content that will readily facilitate obtaining the
' specified compaction with the equipment used. Compact each lift as
specified before placing the overlaying lift.
3.5.5 Final Backfill for Utilities
Construct backfill (final backfill) for storm drains, manholes, utility
lines, and other utility appurtenances using the material and compaction
requirements specified herein for the adjacent or overlying work. Bedding
' and initial backfill requirements are specified in Section 02302,
"Excavation, Backfilling, and Compacting for Utilities. "
3 .5.6 Fill for Capillary Water Barrier
' Place granular fill over compacted subgrade. Compact granular fill in
lifts of 100 mm with a minimum of two passes of a hand-operated plate type
vibratory compactor per lift.
' 3.6 SUBGRADE FILTER FABRIC
Place synthetic fiber filter fabric as indicated directly on prepared
subgrade free of vegetation, stumps, rocks larger than 50 mm diameter and
other debris which may puncture or otherwise damage the fabric. Repair
damaged fabric by placing an additional layer of fabric to cover the
damaged area a minimum of 0.9 m overlap in all directions. overlap fabric
t at joints a minimum of 0.9 m. Obtain approval of filter fabric
installation before placing fill or backfill. Place fill or backfill on
fabric in the direction of overlaps and compact as specified herein. Follow
manufacturer's recommended installation procedures.
' 3.7 COMPACTION
Compact each layer or lift of material specified so that the in-place
' density tested is not less than the percentage of maximum density specified
in Table III..
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1 TABLE III
' Percent ASTM D 698
Maximum Density
Cohesive Cohesionless
Material Material
Fill. Embankment and Backfill
General Fill and General Backfill 90 95
' under steps and parking lots
General Fill and General Backfill 85 90
under sidewalks and grassed areas
' General Backfill and General Fill 90 95
beside structures
Controlled fill and Controlled 95 100
backfill under footings, pavements and structures
Refill overblasts and undercut N/A 100
materials
Under Roadways, top 300 mm 95 100
tSubarade (Ton of f ill , back backf i11 o )
Under building slabs, steps 93 98
and parking lots, top 300 mm
' Under footings, top 300 mm 95 100
Under sidewalks, and grass 85 90
' areas, top 150 mm
3 .8 FINISH OPERATIONS
' 3 .8. 1 Site Grading
Grade to finished grades indicated within 30 mm. Grade areas to drain
water away from structures and to provide suitable surfaces for mowing
' machines. Existing grades which are to remain but are disturbed by the
Contractor's operations shall be restored as specified herein.
3.8.2 Finishing Subgrades Under Structures and Pavements
' Finish surface of top lift of fill or top of subgrade to the elevation and
cross section indicated. Finished surface shall be smooth and of uniform
texture. Lightly scarify or blade the finished surface to bring the
' finished surface to within 15 mm of the indicated grade and to eliminate
imprints made by compaction and shaping equipment. Surface shall show no
deviations in excess of 10 mm when tested with a 3 meterstraightedge.
' 3.8.3 Spreading Topsoil
Clear areas indicated or specified to receive topsoil of materials
interfering with planting and maintenance operations. Do not place topsoil
t when subgrade is frozen, extremely wet or dry, or in other conditions
detrimental to seeding, planting, or grading. Spread topsoil to a uniform
depth of 100 mm over the designated area.
3.8.4 Disposition of Surplus Material
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Surplus or other soil material not required or suitable for filling,
backfilling, or embankment shall be removed from Government property.
Comply with the requirements of Section 01575, "Temporary Environmental
Controls . "
3 .8.5 Protection of Surfaces
Protect newly graded areas from traffic, erosion, and settlements that may
occur and as required in the Section 01575, "Temporary Environmental
Controls" and as specified in the paragraph entitled "Protection and
' Restoration of Surfaces. " Repair or reestablish damaged grades, elevations,
or slopes prior to acceptance of work.
3.9 FIELD QUALITY CONTROL ,
3 .9.1 Tests
Perform density tests in randomly selected locations using ASTM D 2922 and
ASTM D 3017 as follows: one test per 1,670 square metersin each layer of
lift and 840 square meters subgrade in cut. Determine moisture content of
soil material in place at every location where in-place density is tested.
' -- End of section --
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SECTION 02302
EXCAVATION, BACKFILLING, AND COMPACTING FOR UTILITIES
09/99
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
' extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
' ASTM D 698 (1991) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft (600 kN-m/m) )
' ASTM D 2321 (1989; R 1995) Underground Installation of
Thermoplastic Pipe for Sewers and Other
Gravity-Flow Applications
' ASTM D 2487 (1993) Classification of Soils for
Engineering Purposes (Unified Soil
Classification System)
' ASTM D 2774 (1994) Underground Installation of
Thermoplastic Pressure Piping
' AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA M23 (1980) PVC Pipe - Design and Installation
NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA)
' NEMA TC 2 (1990) Electrical Plastic Tubing (EPT) and
Conduit (EPC-40 and EPC-80)
' NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)
NFPA 30 (1996) Flammable and Combustible Liquids
Code
' NFPA 70 (1999) National Electrical Code
' 1.2 DEFINITIONS
1.2.1 Backfill '
' Material used in refilling a cut, trench or other excavation.
1.2.2 Cohesive Materials
' Soils classified by ASTM D 2487 as GC, SC, ML, CL, MH, and CH. Materials
classified as GM and SM will be identified as cohesive only when fines have
a plasticity index greater than zero.
' 1.2.3 Cohesionless Materials
Soils classified by ASTM D 2487 as GW, GP, SW, and SP. Materials
classified as GM and SM will be identified as cohesionless only when the
' fines have a plasticity index of zero.
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' 1.2.4 Compaction
' The process of mechanically stabilizing a material by increasing its
density at a controlled moisture condition. "Degree of Compaction" is
expressed as a percentage of the maximum density obtained by the test
procedure described in ASTM D 698 for general soil type, abbreviated in
' this specification as " percent ASTM D maximum density. "
1.2.5 Granular Pipe Bedding -
' A dense, well-graded aggregate mixture of sand, gravel, or crushed stone
(mixed individually, in combination with each other, or with suitable
binder soil) placed on a subgrade to provide a suitable foundation for
pipe. Granular bedding material may also consist of poorly graded sands or
' gravels where fast draining soil characteristics are desired.
1.2.6 Hard Material
' Weathered rock, dense consolidated deposits, or conglomerate materials
(excluding man made materials such as concrete) which are not included in
the definition of "rock" but which usually require the use of heavy
excavation equipment, ripper teeth, or jack hammers for removal.
' 1.2.7 In-Situ Soil
Existing in place soil.-
' 1.2.8 Lift
A layer (or course) of soil placed on top of subgrade or a previously
' prepared or placed soil in a fill or backfill.
1.2.9 Porous Fill
A granular soil material having a large void ratio when placed and -
compacted, allowing a free flow of fluid to or from the surrounding soil,
with no more than 10 percent of the material passing the 12.5 mm Sieve.
' 1.2.10 Refill
Material placed in excavation to correct overcut in depth.
1.2.11 Topsoil
' In natural or undisturbed soil formations, the fine-grained, weathered
material on the surface or directly below any loose or partially decomposed
organic matter. Topsoil may be a dark-colored, fine, silty, or sandy
' material with a high content of well decomposed organic matter, often
containing traces of the parent rock material.
1.2.12 Unsatisfactory Material
' In-Situ soil or other material which can be identified as having
insufficient strength characteristics or stability to carry intended loads
in the trench without excessive consolidation or loss of stability. Also
' backfill material which contains refuse, frozen material, large rocks,
debris, soluble particles, and other material which could damage the pipe
or cause the backfill not to compact. Materials classified as PT, OH, or
OL by ASTM D 2487 are unsatisfactory.
' 1.2.13 Unstable Material
Material in the trench bottom which lacks firmness to maintain alignment
' and prevent joints from separating in the pipe, conduit, or appurtenance
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' structure during backfilling. This may be material otherwise identified as
satisfactory which has been disturbed or saturated.
' 1.3 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures. "
SD-06 Test Reports
Density and moisture tests
1.4 DELIVERY, STORAGE, AND HANDLING
Deliver and store materials in a manner to prevent contamination,
segregation, freezing, .and other damage.
1.5 PROTECTION
' 1. 5.1 Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
' with power-driven equipment is not permitted within 600 mm of known
Government-owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
' indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer. Report damage to utility
' lines or subsurface construction immediately to the Contracting Officer.
1.6 QUALITY ASSURANCE
1.6.1 Density and moisture tests
' submit field test data not listed above sufficiently in advance of
construction so as not to delay work. Submit within 14 days of test date.
' PART 2 PRODUCTS
2.1 SOIL MATERIALS
' Provide soil materials as specified below free of debris, roots, wood,
scrap material, vegetable matter, refuse, soft unsound particles, ice, or
other deleterious and objectionable materials.
' 2.1.1 Backfill
Bring trenches to grade indicated on the drawings using material excavated
on the site of this project. This material will be considered unclassified
' and no testing other than for compaction will be required before use as
backfill.
2.1.2 Special Backfill .for Structures and Pavements
' Backfill trenches under roads, structures, and paved areas as specified in
Section 02301, "Earthwork for Structures and Pavements. "
' 2.1.3 Gravel
Clean, coarsely graded natural gravel, crushed stone or a combination
thereof, having a classification of GW or GP in accordance with ASTM D 2487.
' Maximum particle size shall not exceed 75 mm.
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' 2.1.4 Topsoil Material
' Salvaged topsoil from stockpile.
2 .1.5 Pipe Bedding
' UIBLE 0 02-T UTILITY EARTHWORK REFERENCES
PIPE NAVY SOIL INSTALLATION
MATERIALS SPECIFICATION MATERIALS REFERENCE gZE
' a. Electrical 16302 NEMA TC 2 Section
Plastic Tubing NFPA 30 16302
and Conduit NFPA 70
' b. Polyvinyl 02630 ASTM D 2321, except ASTM D 2321
Chloride (PVC) 02530 bedding shall be AWWA M23
Nonpressure Pipe 15400 GW, GP, SW, or SP.
' Haunching to
springline shall be
GW, GP, SW, or SP.
' c. Polyvinyl ASTM D 2774, except ASTM D 2774
Chloride (PVC) 02510 bedding shall be GW,
Pressure Pipe GP, SW, SP and
all material sur-
rounding pipe shall
' have maximum particle
size of 13 mm.
2.2 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic and metallic core or metallic-faced, acid- and
alkali-resistant, polyethylene plastic warning tape manufactured
specifically for warning and identification of buried utility lines.
Provide tape on rolls, 75 mm minimum width, color coded as specified below
for the intended utility with warning and identification imprinted in bold
black letters continuously over the entire tape length. Warning and
' identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or
similar wording. Color and printing shall be permanent, unaffected by
moisture or soil.
Warnincr Tape Color Codes
' Yellow: Electric
Yellow: Gas, Oil, Dangerous Materials
Orange: Telephone and Other
Communications
Blue: water Systems .
Green: Sewer Systems
' White: Steam Systems
Gray: Compressed Air
2.2.1 Warning Tape for Metallic Piping
' Acid and alkali-resistant polyethylene plastic tape conforming to the
width, color, and printing requirements specified above. Minimum thickness
of tape shall be 0.076 mm. Tape shall have a minimum strength of 10.3 MPa
' lengthwise, and 8.6 MPa crosswise, with a maximum 350 percent elongation.
2.2.2 Detectable Warning Tape for Non-Metallic Piping
' Polyethylene plastic tape conforming to the width, color, and printing
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requirements specified above. Minimum thickness of the tape shall be 0.10
mm. Tape shall have a minimum strength of 10.3 MPa lengthwise and 8 . 6 MPa
crosswise. Tape shall be manufactured with integral wires, foil backing,
' or other means of enabling detection by a metal detector when tape is
buried up to 0.90 m deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
' 2.3 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum diameter of 12 AWG.
' PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
a. Prevent undermining of pavements, foundations and slabs.
' b. Prevent slippage or movement in banks or slopes adjacent to the
excavation.
' 3 .1.2 Drainage and Dewatering
Plan for and provide the structures, equipment, and construction for the
collection and disposal of surface and subsurface water encountered in the
' course of construction.
3.1.2.1 Drainage
' Surface water shall be directed away from excavation and construction sites
so as to prevent erosion and undermining of foundations. Diversion
ditches, dikes and grading shall be provided and maintained as necessary
during construction. Excavated slopes and backfill surfaces shall be
protected to prevent erosion and sloughing. Excavation shall be performed
' so that the site and the area immediately surrounding the site and
affecting operations at the site shall be continually and effectively
drained.
3.1.3 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
' in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
permitted within 0.9 m of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material.
' 3.1.4 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
' existing utilities indicated prior to starting construction. The
Contractor shall contact the Public Works Department for assistance in
locating existing utilities.
' 3.1.5 Structures and Surfaces
Protect newly backfilled areas and adjacent structures, slopes, or grades
from traffic, erosion settlement, or any other damage. Repair and
reestablish damaged or eroded grades and slopes and restore surface
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' construction prior to acceptance. Perform work in accordance with
requirements specified in Section 01575, "Temporary Environmental Controls"
and Section 01561, "Erosion and Sediment Control. "
' 3 .1.5. 1 Disposal of Excavated Material
Dispose of excavated material so that it will not obstruct the flow of
runoff, streams, endanger a partly finished structure, impair the
efficiency or appearance of any facilities, or be detrimental to the
completed work.
' 3 .2 SURFACE PREPARATION
3 .2.1 Stockpiling Topsoil
Strip suitable soil from the site where excavation or grading is indicated
and stockpile separately from other excavated material. Material
unsuitable for use as topsoil shall be stockpiled and used for backfilling.
Locate topsoil so that the material can be used readily for the finished
grading. Where sufficient existing topsoil conforming to the material
requirements is not available on site, provide borrow materials suitable
for use as topsoil. Protect topsoil and keep in segregated piles until
needed.
' 3.2.2 Cutting Pavement, Curbs, and Gutters
Saw cut with neat, parallel, straight lines 300 mm wider than trench width
' on each side of trenches and 300 mm beyond each edge of pits. When the saw
cut is within 1, 500 mm of an existing joint, remove pavement to the
existing joint.
3.3 GENERAL EXCAVATION AND TRENCHING
' Keep excavations free from water while construction is in progress. Make
trench sides as nearly vertical as practicable except where sloping of
sides is allowed. Sides of trenches shall not be sloped from the bottom of
' the trench up to the elevation of the top of the pipe. Excavate ledge
rock, boulders, and other unyielding material to an overOverexcavate soft,
weak, or wet excavations as indicated. use bedding material placed in 150
mm maximum layers to refill overdepths to the proper grade. At the
' Contractor's option, the excavations may be cut to an overdepth of not less
than 100 mm and refilled to required grade as specified. Grade bottom of
trenches accurately to provide uniform bearing and support for each section
of pipe on undisturbed soil, or bedding material as indicated or specified
' at every point along its entire length except for portions where it is
necessary to excavate for bell holes and for making proper joints. Dig
bell holes and depressions for joints after trench has been graded.
Dimension of bell holes shall be only 13 mm greater than length, width, and
depth of bell as required for properly making the particular type of joint
to ensure that the bell does not bear on the bottom of the excavation.
Trench dimensions shall be as indicated or specified.
' 3 .4 BEDDING
Of materials and depths as specified for utility lines and utility line
structures. Place bedding in 150 mm maximum loose lifts. Provide uniform
and continuous support for each section of structure except at bell holes
or depressions necessary for making proper joints.
3.5 BURIED WARNING AND IDENTIFICATION TAPE
' Install tape in accordance with manufacturer's recommendations except as
modified herein. Bury tape at the depth indicated.
' 3.6 BURIED DETECTION WIRE
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' Bury detection wire directly above non-metallic piping at a distance not to
exceed 300 mm above the top of pipe. The wire shall extend continuously
' and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of
0.9 m of wire, coiled, remaining accessible in each manhole. The wire
shall remain insulated over it' s entire length. The wire shall enter
' manholes between the top of the corbel and the frame, and extend up through.
the chimney seal between the frame and the chimney seal. For force mains,
the wire shall terminate in the valve pit at the pump station end of the
pipe.
' 3 .7 BACKFILLING
Construct backfill in two operations (initial and final) as indicated and
Specified in this section. Place initial backfill in 150 mm maximum loose
lifts to 300 mm above pipe. Ensure that initially placed material is
tamped firmly under pipe haunches. Bring up evenly on each side and along
the full length of the pipe structure. Ensure that no damage is done to
' the utility or its protective coating. Place the remainder of the backfill
(final backfill) in 225 mm maximum loose lifts unless otherwise specified.
Compact each loose lift as specified in the paragraph entitled "General
Compaction" before placing the next lift. Do not backfill in freezing
' weather or where the material in the trench is already frozen or is muddy,
except as authorized. Provide a minimum cover from final grade of 750 mm
for water piping, gas mains, storm drains and 600 mm for sewer mains.
Where settlements greater than the tolerance allowed herein for grading
' occur in trenches and pits due to improper compaction, excavate to the
depth necessary to rectify the problem, then backfill and compact the
excavation as specified herein and restore the surface to the required
elevation. Coordinate backfilling with testing of utilities. Provide
buried warning and identification tape installed in accordance with the
manufacturer's recommendation.
3.8 COMPACTION -
' Use hand-operated, plate-type, vibratory, or other suitable hand tampers in
areas not accessible to larger rollers or compactors. Avoid damaging pipes
and protective pipe coatings. Compact material in accordance with the
following unless otherwise specified. If necessary, alter, change, or
' modify selected equipment or compaction methods to meet specified
compaction requirements.
3.8.1 Compaction of Material in Subcuts or Overexcavations
' In soft, weak, or wet soils, tamp refill material to consolidate to density
of adjacent material in trench wall. In stable soils, compact to 95
percent of ASTM D 698 maximum density.
3 .8.2 Compaction of Pipe and Conduit Bedding
In soil, compact to 95 percent of ASTM D 698 maximum density.
3.8.3 Compaction of Backfill
Compact initial backfill material surrounding pipes, cables, conduits, or
ducts, to 95 percent of ASTM D 698 maximum density except where bedding and
backfill are the same material. Where bedding and backfill are the same
material, compact initial backfill to the density of the bedding. Under
areas to be seeded or sodded, compact succeeding layers of final backfill
' to 85 percent of ASTM D 698. For utilities under structures and pavements
compact succeeding layers of final backfill as specified under Section 02301,
"Earthwork for Structures and Pavements. "
' 3 .9 SPECIAL EARTHWORK INSTALLATION REQUIREMENTS
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t3 .9.1 Outside Gas Systems
' In systems intended for manufactured gas or a mixture of manufactured and
natural gas, grade the trenches so that the mains will completely drain to
condensate drips and service lines will drain to the mains. Where the
lines are intended for natural gas only, grade the trench to conform to the
surface profile except the trench shall be graded as uniformly as
' practicable between pronounced high and low points.
3 . 9.2 Manholes and Other Appurtenances
' Provide at least 300 mm clear from outer surfaces to the embankment or
shoring. Remove rock as specified herein. Remove unstable soil that is
incapable of supporting the structure to an overdepth of 300 mm and refill
with gravel to the proper elevation.
3.9.3 Compaction for Structures and Pavements
Place final backfill in 150 mm maximum loose lifts. If a vibratory roller
' is used for compaction of final backfill, the lift thickness can be
increased to 225 mm. Compact all backfill surrounding pipes, ducts,
conduits, and other structures to 95 percent of ASTM D 698 maximum density.
Backfill to permit the rolling and compacting of the completed excavation
' with the adjoining material, providing the specified density necessary to
enable paving of the area immediately after backfilling has been completed.
3 .10 FINISH OPERATIONS
' 3 .10.1 Grading
Finish to grades indicated within 30 mm. Provide topsoil in areas to be
' seeded in accordance with requirements specified in Section 02823,
"Re-Establishing Vegetation. " Grade areas to drain water away from
structures and to provide suitable surfaces for mowing machines. Grade
existing grades that are to remain but have been disturbed by the
' Contractor's operations.
3 .10.2 Pavement Repair
' Repair pavement, curbs, and gutters as indicated. Do not repair pavement
until trench or pit has been backfilled and compacted as specified herein.
Provide a temporary road surface of gravel or crushed stone over backfilled
portion until permanent pavement is repaired. Remove and dispose of
' temporary road surface material when permanent pavement is placed. As a
minimum, maintain one-way traffic on roads and streets crossed by trenches.
Fully open roads and streets to traffic within 30 days.
3.11 FIELD QUALITY CONTROL
Test backfill for moisture-density relations in accordance with ASTM D 698 .
as specified herein. Perform density and moisture tests in randomly
selected locations and in accordance with ASTM D 698 as follows:
a. Bedding and backfill in trenches: One test per 15 meters in each
lift.
t b. Appurtenance structures: One test per 9 square meters or fraction
thereof in each lift.
' -- End of Section --
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SECTION 02361
SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL
' 09/99
PART 1 GENERAL
' 1.1 REFERENCES
UNITED STATES CODE (USC) .
' 7 USC Section 136 Federal Insecticide, Fungicide, and
Rodenticide Act
1.2 SUBMITTALS
' Submit the following in accordance with Section 01330, "Submittal
Procedures. "
' SD-11 Closeout Submittals
Warranty
' Application report
Submit documents signed by an officer of the Contractor.
' 1.3 QUALIFICATIONS OF PESTICIDE APPLICATORS
The pesticide applicator's principal business shall be pest control and the
pesticide applicator shall be State certified in the U.S. Environmental
Protection Agency (EPA) pesticide applicator category which includes
structural pest control, and certified in the State of operation.
The Contractor shall:
' a. Have personnel with a state of North Carolina certification as
required by North Carolina Pesticide Law of 1971 as amended.
b. Check in with insect vectors personnel prior to application of
pesticide and herbicides for projects located at Camp Lejeune.
C. Provide a submittal with the following information to Contracting
' Officer:
(1) Quantity of pesticide used.
(2) Rate of dispersion.
(3) Percent of use.
' (4) Total amount used.
1.4 DELIVERY, STORAGE, AND HANDLING
' Deliver pesticides to the project site in sealed and labeled containers in
good condition as supplied by the manufacturer or formulator. Store,
handle, and use pesticides in accordance with manufacturer's labels. Labels
shall bear evidence of registration under the Federal Insecticide,
Fungicide, and Rodenticide Act (FIFRA) , as amended or appropriate
' regulations of the host county.
1.5 SAFETY REQUIREMENTS
' SECTION 02361 Page 1

ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
Formulate, treat, and dispose of termiticides and their containers in
accordance with label directions. Draw water for formulating only from
sites designated by the Contracting Officer, and fit the filling hose with
' a backflow preventer meeting local plumbing codes or standards. The
filling operation shall be under the direct and continuous observation of a
contractor's representative to prevent overflow. Secure pesticides and
related materials under lock and key when unattended. Ensure that proper
' protective clothing and equipment are worn and used during all phases of
termiticide application. Dispose of used pesticide containers off
Government property.
' 1.6 WARRANTY
Furnish a 5 year written warranty against infestations or reinfestations by
subterranean termites of the buildings or building additions constructed
' under this contract. Perform annual inspections of the buildings or
building additions. If live subterranean termite infestation or
subterranean termite damage is discovered during the warranty period, and
the soil and building conditions have not been altered in the interim, the
Contractor shall:
a. Retreat the soil and perform other treatment as may be necessary
for elimination of subterranean termite infestation;
b. Repair damage caused by termite infestation; and
C. Reinspect the building approximately 180 days after the
retreatment.
1.7 QUALITY ASSURANCE
' 1.7.1 Application Report
Upon completion of this work, submit Pest Management Data System, NAVFAC
Form 6250/2 identifying brand name and manufacturer of pesticide, dilution,
and method and rate of application used.
' PART 2 PRODUCTS
2.1 PESTICIDES
' Termiticides bearing current registration by the EPA or approved for such
use by the appropriate agency of the host country. Comply with 7 USC
Section 136 for requirements on contractor's licensing, certification, and
' record keeping. Contact the command Pest Control Coordinator prior to
starting work.
PART 3 EXECUTION
' 3.1 VERIFICATION OF CONDITIONS
At the time of application, the soil shall have a sufficiently low moisture
' content to allow uniform distribution of the treatment solution throughout
the soil. Do not make applications during or immediately following heavy
rains or when conditions may cause runoff and create an environmental
hazard.
' 3.2 APPLICATION
3.2.1 Treatment Area
' Apply termiticide to soil material which will be covered by or lie
immediately adjacent to the buildings and structures so as to provide a
protective barrier against subterranean termites.
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' 3 .2 .2 Treatment Application
Apply termiticide as a coarse spray and in such manner as to provide
' uniform distribution onto the soil surface. Apply treatment prior to
placement of a vapor barrier or waterproof membrane and at least 12 hours
prior to concrete pouring. Where treated soil or fill material is not to
be covered with a vapor barrier or waterproof membrane, exercise adequate
' precautions to prevent its disturbance. If soil or fill material has been
disturbed after treatment, retreat as specified above before placement of
slabs or other covering structures. Coordinate treatment of the soil on
the exterior sides of foundation walls, grade beams, and similar structures
' with final grading and planting operations so as to avoid disturbance of
the treated barriers by such operations. Observe manufacturer's warnings
and precautions in the handling and use of such materials. Exercise
precaution that these chemicals do not enter water supply systems or
' potable water supplies or aquifers, and that they do not endanger plants
and animals as well. Notify the Contracting Officer at least 48 hours
prior to beginning of treatment and perform formulating, mixing, and
application in the presence of the Contracting Officer's representative.
' 3.2.3 Rates and Methods of Application
Apply in accordance with the pesticide label. Provide maximum application
or dosage rates. Resolve conflict between this specification and label
direction in favor of the label.
-- End of Section --
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SECTION 02510
' WATER DISTRIBUTION
09/00
' PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)
ANSI B18.5.2.1M (1981; R 1995) Metric Round Head Short
Square Neck Bolts
' AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)
ASME/ANSI B16.26 (1988) Cast Copper Alloy Fittings for
Flared Copper Tubes
ASME/ANSI B18 .2 .2 (1987; R 1993) Square and Hex Nuts (Inch
Series)
' - ANSI/ASME B18. 5.2 .2M (1982; R 1993) Metric Round Head Square
Neck Bolts
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 47M (1990) Ferritic Malleable Iron Castings. _
(Metric)
' ASTM A 307 (1994) Carbon Steel Bolts and Studs,
60, 000 psi Tensile Strength
' ASTM A 536 (1984; R 1993) Ductile Iron Castings
ASTM A 563M (1993) Carbon and Alloy Steel Nuts (Metric)
' ASTM B 61 (1993) steam or Valve Bronze Castings
ASTM B 62 (1993) Composition Bronze or Ounce Metal
Castings
' ASTM C 94 (1997) Ready-Mixed Concrete
ASTM D 1785 (1994) Poly(Vinyl Chloride) (PVC) Plastic '
Pipe, Schedules 40, 80, and 120
ASTM D 2241 (1994) Poly(Vinyl chloride) (PVC)
Pressure-Rated Pipe (SDR Series)
' ASTM D 2466 (1994; Rev. A) Poly(Vinyl Chloride) (PVC)
Plastic Pipe Fittings, Schedule 40
ASTM D 2564 (1993) Solvent Cements for Poly(Vinyl
' Chloride) (PVC) Plastic Piping Systems
ASTM D 2774 (1994) Underground Installation of
Thermoplastic Pressure Piping
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ASTM D 2855 (1993) Making Solvent-Cemented Joints with
Poly(inyl Chloride) (PVC) Pipe and
Fittings
' ASTM D 3139 (1995) Joints for Plastic Pressure Pipes
Using Flexible Elastomeric Seals
ASTM F 402 (1993) Safe Handling of Solvent Cements,
Primers, and Cleaners Used for Joining
Thermoplastic Pipe and Fittings -
' ASTM F 477 (1995) Elastomeric Seals (Gaskets) for
Joining Plastic Pipe
AMERICAN WATER WORKS ASSOCIATION (AWWA)
' AWWA C104/A21.4 (1990) Cement-Mortar Lining for
Ductile-Iron Pipe and Fittings for Water
' AWWA C110/A21.10 (1993) Ductile-Iron and Gray-Iron
Fittings, 3 in. Through 48 in. (75 mm
Through 1200 mm) , for Water and Other
Liquids
AWWA C111/A21.11 - (1990; Erratum 1991) Rubber-Gasket Joints
for Ductile-Iron Pressure Pipe and Fittings
' AWWA C153/A21.53 (1994) Ductile-Iron Compact Fittings, 3
in. Through 24 in. (76 mm Through 610 mm)
and 54 in. Through 64 in. (1, 000 mm
Through 1, 600 mm) , for Water Service
' AWWA C500 (1993) Metal-Seated Gate Valves for Water
Supply Service
' AWWA C502 (1994) Dry-Barrel Fire Hydrants
AWWA C509 (1994) Resilient-Seated Gate Valves for
Water and Sewerage Systems
' AWWA C600 (1993) Installation of Ductile-Iron Water
Mains and Their Appurtenances
' AWWA C651 (1992) Disinfecting Water Mains
AWWA C800 (1989) Underground Service Line Valves and
Fittings
' AWWA C900 (1989; Addendum 1992) Polyvinyl .Chloride
(PVC) Pressure Pipe, 4 in. Through 12 in. ,
for Water Distribution
AWWA M23 (1980) PVC Pipe - Design and Installation
MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS
INDUSTRY, INC. (MSS)
MSS SP-80 (1987) Bronze Gate, Globe, Angle and Check
Valves
UNI-BELL PVC PIPE ASSOCIATION (UBPPA)
UBPPA UNI-B-3 (1988) Installation of Polyvinyl Chloride
' (PVC) Pressure Pipe
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' UBPPA UNI-B-8 (1986) Direct Tapping of Polyvinyl
Chloride (PVC) Pressure Water Pipe
UNDERWRITERS LABORATORIES INC. (UL)
UL 246 (1993; R 1994, Bul. 1994) Hydrants for
Fire-Protection Service
UL 262 (1994) Gate Valves for Fire-Protection
Service
' UL 789 (1993; R 1994) Indicator Posts for
Fire-Protection Service
1.2 DESIGN REQUIREMENTS
' 1.2.1 Water Distribution Mains
Provide water distribution mains indicated as 100 through 300 mm diameter
pipe sizes of polyvinyl chloride (PVC) plastic pipe. Also provide water
main accessories, gate valves and check valves as specified and where
indicated.
' 1.2 .2 Water Service Lines
Provide water service lines indicated as less than 100 mm lines from water
distribution main to building service at a point approximately 1.5 m from
building. Water service lines shall be polyvinyl chloride (PVC) plastic
pipe. Provide water service line appurtenances as specified and where
indicated.
' 1.3 SUBMITTALS
Submit the following in accordance with Section 01330,_ "Submittal
Procedures. "
SD-03 Product Data
Piping Materials
' Water distribution main piping, fittings, joints, valves, and
coupling
Water service line piping, fittings, joints, valves, and coupling
' Hydrants
Indicator posts
Corporation stops
Valve boxes
' Submit manufacturer's standard drawings or catalog cuts, except
submit both drawings and cuts for push-on and rubber-gasketed
bell-and-spigot joints. Include information concerning gaskets
with submittal for joints and couplings.
1.4 DELIVERY, STORAGE, AND HANDLING
' 1.4.1 Delivery and Storage
Inspect materials delivered to site for damage. Unload and store with
minimum handling. Store materials on site in enclosures or under
' protective covering. store plastic piping, jointing materials and rubber
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' gaskets under cover out of direct sunlight. Do not store materials
directly on the ground. Keep inside of pipes, fittings, valves and
hydrants free of dirt and debris.
' 1.4 .2 Handling
Store plastic piping, jointing materials and rubber gaskets that are not to
' be installed immediately, under cover out of direct sunlight.
PART 2 PRODUCTS
2.1 WATER DISTRIBUTION MAIN MATERIALS
2.1.1 Piping Materials
' 2.1.1.1 Polyvinyl Chloride (PVC) Plastic Piping
a. Pipe and Fittings: Pipe, AWWA C900, shall be plain end or gasket
bell end, Pressure Class 150 (DR 18) with
cast-iron-pipe-equivalent OD. Fittings shall be gray iron or
ductile iron, AWWA C110/A21.10 or AWWA C153/A21.53, and have
cement-mortar lining, AWWA C104/A21.4, standard thickness.
Fittings with push-on joint ends shall conform to the same
' requirements as fittings with mechanical-joint ends, except that
bell design shall be modified, as approved, for push-on joint
suitable for use with PVC plastic pipe specified in this paragraph.
' b. Joints and Jointing Material: Joints for pipe shall be push-on
joints, ASTM D 3139. Joints between pipe and metal fittings,
valves, and other accessories shall be push-on joints ASTM D 3139,
or compression-type joints/mechanical joints, ASTM D 3139 and AWWA
C111/A21.11. Provide each joint connection with an elastomeric
gasket suitable for the bell or coupling with which it is to be
used. Gaskets for push-on joints for pipe, ASTM F 477. Gaskets
for push-on joints and compression-type joints/mechanical joints
' for joint connections between pipe and metal fittings, valves, and
other accessories, AWWA C111/A21.11, respectively, for push-on
joints and mechanical joints. Mechanically coupled joints using a
sleeve-type mechanical coupling, as specified in paragraph
entitled "Sleeve-Type Mechanical Couplings, " may be used as an
optional jointing method in lieu of push-on joints on plain-end
PVC plastic pipe, subject to the limitations specified for
mechanically coupled joints using a sleeve-type mechanical
coupling and to the use of internal stiffeners as specified for
' compression-type joints in ASTM D 3139.
2.1.2 Valves, Hydrants, and Other Water Main Accessories
2.1.2.1 Gate Valves on Buried Piping
AWWA C500, AWWA C509, or UL 262. Unless otherwise specified, valves
conforming to: (1) AWWA C500 shall be nonrising stem type with double-disc
' gates and mechanical-joint ends or push-on joint ends as appropriate for
the adjoining pipe, (2) AWWA C509 shall be nonrising stem type with
mechanical-joint ends, and (3) UL 262 shall be inside-screw type with
operating nut, double-disc or split-wedge type gate, designed for a
' hydraulic working pressure of 1.03 mPa, and shall have mechanical-joint
ends or push-on joint ends as appropriate for the pipe to which it is
joined. Materials for UL 262 valves shall conform to the reference
standards specified in AWWA C500. valves shall open by counterclockwise
' rotation of the valve stem. Stuffing boxes shall have 0-ring stem seals.
Stuffing boxes shall be bolted and constructed so as to permit easy removal
of parts for repair. In lieu of mechanical-joint ends and push-on joint
ends, valves may have special ends for connection to sleeve-type mechanical
' coupling. valve ends and gaskets for connection to sleeve-type mechanical
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coupling shall conform to the applicable requirements specified
respectively for the joint or coupling. Where a post indicator is shown,
the valve shall have an indicator post flange; indicator post flange for
' AWWA C500 valve shall conform to the applicable requirements of UL 262 .
2.1.2 .2 Fire Hydrants
Dry-barrel type. Paint hydrants with at least one coat of primer and two
coats of yellow enamel paint, except use red enamel paint for tops of
hydrants in non-potable water systems. Stencil hydrant number and main
size on the hydrant barrel using black stencil paint.
' a. Fire Hydrants: Dry-barrel type hydrants, AWWA C502 or UL 246,
"Base Valve" design, shall have 150 mm inlet, 135 mm valve
opening, one 115 mm pumper connection, and two 65 mm hose
' connections.
2.1.2.3 Indicator Posts
UL 789. Provide for gate valves where indicated.
2 .1.2.4 Valve Boxes
' Provide a valve box for each gate valve on buried piping, except where
indicator post is shown. Valve boxes shall be of cast iron or precast
concrete of a size suitable for the valve on which it is to be used and
shall be adjustable. Provide a round head. Cast the word "WATER" on the
' lid. The least diameter of the shaft of the box shall be 135 mm .
Cast-iron box shall have a heavy coat of bituminous paint.
2.1.2.5 Sleeve-Type Mechanical Couplings
' Couplings shall be designed to couple plain-end piping by compression of a
ring gasket at each end of the adjoining pipe sections. The coupling shall
consist of one middle ring flared or beveled at each end to provide a
' gasket seat; two follower rings; two resilient tapered rubber gaskets; and -
bolts and nuts to draw the follower rings toward each other to compress the
gaskets. The middle ring and the follower rings shall be true circular
sections free from irregularities, flat spots, and surface defects; the
design shall provide for confinement and compression of the gaskets. For
PVC plastic pipe, the middle ring shall be of cast-iron or steel; and the
follower rings shall be of malleable or ductile iron. Malleable and
ductile iron shall, conform to ASTM A 47M and ASTM A 536, respectively.
Gaskets shall be designed for resistance to set after installation and
shall meet the applicable requirements specified for gaskets for mechanical
joint in AWWA C111/A21.11. Bolts shall be track-head type, ASTM A 307,
Grade A, with nuts, ASTM A 563M, Grade A; or round-head square-neck type
bolts, ANSI B18.5.2.1M and ANSI/ASME B18.5.2.2M with hex nuts, ASME/ANSI
' B18.2.2. Bolts shall be 16 mm in diameter; minimum number of bolts for
each coupling shall be five for 150 mm pipe, six for 200 mm pipe, and seven
for 250 mm pipe. Bolt holes in follower rings shall be of a shape to hold
fast the necks of the bolts used. Mechanically coupled joints using a
sleeve-type mechanical coupling shall not be used as an optional method of
jointing except where pipeline is adequately anchored to resist tension
pull across the joint.
' 2.2 WATER SERVICE LINE MATERIALS
2 .2.1 Piping Materials
2.2.1.1 Plastic Piping
Plastic pipe and fittings shall bear the seal of the National Sanitatioix
Foundation for potable water service. . Plastic pipe and fittings shall be
' supplied from the same manufacturer.
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a. Polyvinyl Chloride (PVC) Plastic Piping: ASTM D 1785, Schedule
40; or ASTM D 2241, with SDR as necessary to provide 1000 kPa
' minimum pressure rating. Fittings, ASTM D 2466 . Pipe and
fittings shall be of the same PVC plastic material and shall be
one of the following pipe/fitting combinations, as marked on the
pipe and fitting, respectively: PVC 1120/PVC I; PVC 1220/PVC 12;
' PVC 2120/PVC II; PVC 2116/PVC II. Solvent cement for jointing,
ASTM D 2564.
2 .2.2 Water Service Line Appurtenances
' 2 .2.2.1 Corporation Stops
Ground key type; bronze, ASTM B 61 or ASTM B 62; and suitable for the
' working pressure of the system. Ends shall be suitable for solder-joint,
or flared tube compression type joint. Threaded ends for inlet and outlet
,of corporation stops, AWWA C800; coupling nut for connection to flared
copper tubing, ASME/ANSI B16.26.
2.2.2.2 Curb or Service Stops
Ground key, round way, inverted key type; made of bronze, ASTM B 61 or ASTM
' B 62; and suitable for the working pressure of the system. Ends shall be
as appropriate for connection to the service piping. Arrow shall be cast
into body of the curb or service stop indicating direction of flow.
2 .2.2.3 Goosenecks
Type K copper tubing. Joint ends for goosenecks shall be appropriate for
connecting to corporation stop and service line. Length of goosenecks
' shall be in accordance with standard practice.
2 .2.2.4 Gate Valves on Buried Piping
Gate valves smaller than 80 mm size on Buried Piping MSS SP-80, Class 150,
solid wedge, nonrising stem. Valves shall have flanged or threaded end
connections, with a union on one side of the valve. Provide handwheel
operators.
2 .2.2 .5 Curb Boxes
Provide a curb box for each curb or service stop. Curb boxes shall be of
cast iron of a size suitable for the stop on which it is to be used.
' Provide a round head. Cast the word "WATER" on the lid. Each box shall
have a heavy coat of bituminous paint.
2.2.2.6 Valve Boxes
' Provide a valve box for each gate valve on buried piping. Valve boxes
shall be as indicated of a size suitable for the valve on which it is to be
used and shall be adjustable. Provide a round head. Cast the word "WATER"
' on the lid. The least diameter of the shaft of the box shall be 135 mm as
indicated. Cast-iron box shall have a heavy coat of bituminous paint.
PART 3 EXECUTION
' 3.1 INSTALLATION OF PIPELINES
3.1.1 General Requirements for Installation of Pipelines
' These requirements shall apply to all pipeline installation except where
specific exception is made in the "Special Requirements. . . " paragraphs.
' 3.1.1.1 Location of Water Lines
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
Terminate the work covered by this section at a point approximately 1. 5 m
from the building, unless otherwise indicated. Do not lay water lines in
' the same trench with gas lines, fuel lines or electric wiring.
a. Water Piping Installation Parallel With Sewer Piping
(1) Normal Conditions : Lay water piping at least 3. 0 m
horizontally from a sewer or sewer manhole whenever possible.
Measure the distance edge-to-edge.
' (2) Unusual Conditions: When local conditions prevent a
horizontal separation of 3.0 m, the water piping may be laid
closer to a sewer or sewer manhole provided that:
' (a) The bottom (invert) of the water piping shall be at least 450
m above the top (crown) of the sewer piping.
(b) Where this vertical separation cannot be obtained, the sewer
' piping shall be constructed of AWWA-approved water pipe and
pressure tested in place without leakage prior to backfilling.
(c) The sewer manhole shall be of watertight construction and
' tested in place.
b. Installation of Water Piping Crossing Sewer Piping
' (1) Normal Conditions: Water piping crossing above sewer piping
shall be laid to provide a separation of at least 450 mm between
the bottom of the water piping and the top of the sewer piping.
' (2) Unusual Conditions: When local conditions prevent a vertical
separation described above, use the following construction:
(a) Sewer piping passing over or under water piping shall be
constructed of AWWA-approved ductile iron water piping, pressure
' tested in place without leakage prior to backfilling.
(b) Water piping passing under sewer piping shall, in addition,
be protected by providing a vertical separation of at least 450 mm
between the bottom of the sewer piping and the top of the water
piping; adequate structural support for the sewer piping to
prevent excessive deflection of the joints and the settling on and
breaking of the water piping; and that the length, minimum 6.1 m,
' of the water piping be centered at the point of the crossing so
that joints shall be equidistant and as far as possible from the
sewer piping.
C. Sewer Piping or Sewer Manholes: No water piping shall pass
through or come in contact with any part of a sewer manhole.
3.1.1.2 Earthwork
' Perform earthwork operations in accordance with Section 02302, "Excavation,
Backfilling, and Compacting for Utilities. "
' 3.1.1.3 Pipe Laying and Jointing -
Remove fins and burrs from pipe and fittings. Before placing in position,
clean pipe, fittings, valves, and accessories, and maintain in a clean
' condition. Provide proper facilities for lowering sections of pipe into
trenches. Do not under any circumstances drop or dump pipe, fittings,
valves, or any other water line material into trenches. Cut pipe
accurately to length established at the site and work into place without
' springing or forcing. Replace by one of the proper length any pipe or
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' fitting that does not allow sufficient space for proper installation of
jointing material. Blocking or wedging between bells and spigots will not
be permitted. Lay bell-and-spigot pipe with the bell end pointing in the
' direction of laying. Grade the pipeline in straight lines; avoid the
formation of dips and low points. Support pipe at proper elevation and
grade. Secure firm, uniform support. Wood support blocking will not be
permitted. Lay pipe so that the full length of each section of pipe and
' each fitting will rest solidly on the pipe bedding; excavate recesses to
accommodate bells, joints, and couplings. Provide anchors and supports
where indicated and where necessary for fastening work into place. Make
proper provision for expansion and contraction of pipelines. Keep trenches
free of water until joints have been properly made. At the end of each
work day, close open ends of pipe temporarily with wood blocks or
bulkheads. Do not lay pipe when conditions of trench or weather prevent
installation. Depth of cover over top of pipe shall not be less than 760 mm.
3.1.1.4 Installation of Tracer Wire
Install a continuous length of tracer wire for the full length of each run
of nonmetallic pipe. Attach wire to top of pipe in such manner that it
will not be displaced during construction operations.
3 .1.1.5 Connections to Existing Water Lines
' Make connections to existing water lines after approval is obtained and
with a minimum interruption of service on the existing line. Make
connections to existing lines under pressure as indicated.
3.1.2 Special Requirements for Installation of Water Mains
3.1.2.1 Installation of PVC Plastic Water Main Pipe
' Installation of PVC Plastic Water Main Pipe and Associated Fittings: Unless
otherwise specified, install pipe and fittings in accordance with paragraph
entitled "General Requirements for Installation of Pipelines"; with the
requirements of UBPPA UNI-B-3 for laying of pipe, joining PVC pipe to
' fittings and accessories, and setting of hydrants, valves, and fittings;
and with the recommendations for pipe joint assembly and appurtenance
installation in AWWA M23, Chapter 7, "Installation. "
' a. Jointing: Make push-on joints with the elastomeric gaskets
specified for this type joint, using either elastomeric-gasket
bell-end pipe or elastomeric-gasket couplings. For pipe-to-pipe
push-on joint connections, use only pipe with push-on joint ends
having factory-made bevel; for push-on joint connections to metal
fittings, valves, and other accessories, cut spigot end of pipe
off square and re-bevel pipe end to a bevel approximately the same
as that on ductile-iron pipe used for the same type of joint. Use
an approved lubricant recommended by the pipe manufacturer for
push-on joints. Assemble push-on joints for pipe-to-pipe joint
connections in accordance with the requirements of 'UBPPA UNI-B-3
for laying the pipe and the recommendations in AWWA M23, Chapter
' 7, "Installation, " for pipe joint assembly. Assemble push-on
joints for connection to fittings, valves, and other accessories
in accordance with the requirements of UBPPA UNI-B-3 for joining
PVC pipe to fittings and accessories and with the applicable
requirements of AWWA C600 for joint assembly. Make
compression-type joints/mechanical joints with the gaskets,
glands, bolts, nuts, and internal stiffeners previously specified
for this type joint; assemble in accordance with the requirements
' of UBPPA UNI-B-3 for joining PVC pipe to fittings and accessories,
with.the applicable requirements of AWWA C600 for joint assembly,
and with the recommendations of Appendix A to AWWA C111/A21.11.
Cut off spigot end of pipe for compression-type
joint/mechanical-joint connections and do not re-bevel. Assemble
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' joints made with sleeve-type mechanical couplings in accordance
with the recommendations of the coupling manufacturer using
internal stiffeners as previously specified for compression-type
' joints.
b. Pipe Anchorage: Provide concrete thrust blocks for pipe
anchorage. Thrust blocks shall be in accordance with the
' requirements of UBPPA UNI-B-3 for reaction or thrust blocking and
plugging of dead ends, except that size and positioning of thrust
blocks shall be as indicated. Use concrete, ASTM C 94, having a
minimum compressive strength of 15 MPa at 28 days; or use concrete
of a mix not leaner than one part cement, 2 1/2 parts sand, and 5
parts gravel, having the same minimum compressive strength.
3 .1.2.2 Installation of Valves and Hydrants
a. Installation of Valves: Install gate valves, AWWA C500 and UL 262,
in accordance with the requirements of AWWA C600 for
valve-and-fitting installation and with the recommendations of the
' Appendix ("Installation, Operation, and Maintenance of Gate
Valves") to AWWA C500. Install gate valves, AWWA C509, in
accordance with the requirements of AWWA C600 for
valve-and-fitting installation and with the recommendations of the
Appendix ("Installation, Operation, and Maintenance of Gate
Valves") to AWWA C509. install gate valves on PVC water mains in
accordance with the recommendations for appurtenance installation
in AWWA M23, Chapter 7, "Installation. " Make and assemble joints
' to gate valves as specified for making and assembling the same
type joints between pipe and fittings.
b. Installation of Hydrants: Install hydrants in accordance with
' AWWA C600 for hydrant installation and as indicated. Make and
assemble joints as specified for making and assembling the same
type joints between pipe and fittings. Install hydrants with the
115 mm connections facing the adjacent paved surface. If there
are two paved adjacent surfaces, contact the Contracting Officer
' for further instructions.
3.1.3 Installation of Water Service Piping
' 3.1.3.1 Location
Connect water service piping to the building service where the building
service has been installed. Where building service has not been installed,
terminate water service lines approximately 1.5 m from the building line;
such water service lines shall be closed with plugs or caps.
3.1.3.2 Service Line Connections to Water Mains
Connect service lines less than 50 mm in size to the main by a corporation
stop and gooseneck and install a service stop below the frontline. Connect
service lines 50 mm size to the main with a rigid connection or a
t corporation stop and gooseneck and install a gate valve on service line
below the frostline. Connect service lines to PVC plastic water mains in
accordance with UBPPA UNI-B-8 and the recommendations of AWWA M23, Chapter
9, "Service Connections. "
' 3.1.4 Special Requirements for Installation of Water Service Piping
3.1.4.1 Installation of Plastic Piping
' Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" and with the applicable
requirements of ASTM D 2774 and ASTM D 2855, unless otherwise specified.
Handle solvent cements used to join plastic piping in accordance with ASTM
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' F 402.
a. Jointing: Make solvent-cemented joints for PVC plastic piping
' using the solvent cement previously specified for this material;
assemble joints in accordance with ASTM D 2855. Make plastic pipe
joints to other pipe materials in accordance with the
recommendations of the plastic pipe manufacturer.
' b. Plastic Pipe Connections to Appurtenances: Connect plastic pipe
service lines to corporation stops and gate valves in accordance
with the recommendations of the plastic pipe manufacturer.
' 3 .1. 5 Disinfection
Disinfect new water piping and existing water piping affected by
' Contractor's operations in accordance with AWWA C651. Fill piping systems
with solution containing minimum of 50 parts per million of available
chlorine and allow solution to stand for minimum of 24 hours. Flush
solution from the systems with domestic water until maximum residual
' chlorine content is within the range of 0.2 and 0.5 parts per million, or
the residual chlorine content of domestic water supply. Obtain at least
two consecutive satisfactory bacteriological samples from new water piping,
analyze by a certified laboratory, and submit the results prior to the new
' water piping being placed into service. Disinfection of systems supplying
nonpotable water is not required.
3.2 FIELD QUALITY CONTROL
3.2 .1 Field Tests and Inspections
The Contracting Officer will conduct field inspections and witness field
' tests specified in this section. The Contractor shall perform field tests, .
and provide labor, equipment, and incidentals required for testing. The
Contractor shall produce evidence, when required, that any item of work has
been constructed in accordance with the drawings and specifications. Do
not begin testing on any section of a pipeline where concrete thrust blocks
' have been provided until at least 5 days after placing of the concrete.
3.2 .2 Testing Procedure
' Test water mains and water service lines in accordance with the applicable
specified standard, except for the special testing requirements given in
paragraph entitled "Special Testing Requirements. " Test PVC plastic water
mains and water service lines made with PVC plastic water main pipe in
' accordance with the requirements of UBPPA UNI-B-3 for pressure and leakage
tests. The amount of leakage on pipelines made of PVC plastic water main
pipe shall not exceed the amounts given in UBPPA UNI-B-3, except that at
joints made with sleeve-type mechanical couplings, no leakage will be
allowed.
3.2.3 Special Testing Requirements
For pressure test, use a hydrostatic pressure 375 kPa greater than the
' maximum working pressure of the system, except that for those portions of
the system having pipe size larger than 50 mm in diameter, hydrostatic test
pressure shall be not less than 1400 kPa. Hold this pressure for not less
' than 2 hours. Prior to the pressure test, fill that portion of the
pipeline being tested with water for a soaking period of not less than 24
hours. For leakage test, use a hydrostatic pressure not less than the
maximum working pressure of the system. Leakage test may be performed at
' the same time and at the same test pressure as the pressure test.
-- End of Section --
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SECTION 02530
SANITARY SEWERAGE
09/99
t PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
' AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)
ASME B1.20.1 (1983; R 1992) Pipe Threads, General
Purpose (Inch)
' AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 74 (1996) Cast Iron Soil Pipe and Fittings
' ASTM A 746 (1995) Ductile Iron Gravity Sewer Pipe
ASTM C 94 (1997) Ready-Mixed Concrete
' ASTM C 443M (1994) Joints for Circular Concrete Sewer
and Culvert Pipe, Using Rubber Gaskets
(Metric)
' ASTM C 478M (1997) Precast Reinforced Concrete Manhole
Sections (Metric)
ASTM C 564 (1995; Rev. A) Rubber Gaskets for Cast
Iron Soil Pipe and Fittings
ASTM C 923M (1996) Resilient Connectors Between
Reinforced Concrete Manhole Structures,
' Pipes and Laterals (Metric)
ASTM C 924M (1989) Concrete Pipe Sewer Lines by
Low-Pressure Air Test Method (Metric)
' ASTM C 969M (1994) Infiltration and Exfiltration
Acceptance Testing of Installed Precast
Concrete Pipe Sewer Lines (Metric)
' ASTM C 990 (1996) Joints for Concrete Pipe, Manholes,
and Precast Box Sections Using Preformed
Flexible Joint Sealants
ASTM C 990M (1996) Joints for Concrete Pipe, Manholes,
and Precast Box Sections Using Preformed
Flexible Joint Sealants (Metric)
ASTM D 1784 (1997) Rigid Poly(Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly(Vinyl
Chloride) (CPVC) Compounds
' ASTM D 1785 (1996; Rev. B) Poly(Vinyl Chloride) (PVC)
Plastic Pipe, Schedules 40, 80, and 120
' ASTM D 2241 (1996; Rev. B) Poly(Vinyl Chloride) (PVC)
SECTION 02530 Page 1

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' Pressure-Rated Pipe (SDR Series)
ASTM D 2321 (1989; R 1995) Underground Installation of
' Thermoplastic Pipe for Sewers and Other
Gravity-Flow Applications
ASTM D 2464 (1996; Rev. A) Threaded Poly(inyl
t Chloride) (PVC) Plastic Fittings, Schedule
80
ASTM D 2466 (1997) Poly(inyl Chloride) (PVC) Plastic
' Pipe Fittings, Schedule 40
ASTM D 2467 (1996; Rev. A) Socket-Type Poly(Vinyl
Chloride) (PVC) Plastic Pipe Fittings,
' Schedule 80
ASTM D 3034 (1997) Type PSM Poly(Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM D 3139 (1996; Rev. A) Joints for Plastic Pressure
Pipes Using Flexible Elastomeric Seals
' ASTM D 3212 (1996; Rev. A) Joints for Drain and Sewer
Plastic Pipe Using Flexible Elastomeric
Seals
ASTM D 4101 (1996; Rev. A) Propylene Plastic Injection
and Extrusion Materials
ASTM F 477 (1996; Rev. A) Elastomeric Seals (Gaskets)
for Joining Plastic Pipe
' ASTM F 949 (1996; Rev. A) Poly(inyl Chloride) (PVC)
Corrugated Sewer Pipe with a Smooth
Interior and Fittings
' AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C104/A21.4 (1995) Cement-Mortar Lining for
' Ductile-Iron Pipe and Fittings for Water
AWWA C110/A21.10 (1993) Ductile-Iron and Gray-Iron
Fittings, 3 in. Through 48 in. (75 mm
' Through 1200 mm) , for Water and Other
Liquids
AWWA C111/A21.11 (1995) Rubber-Gasket Joints for
Ductile-Iron Pressure Pipe and Fittings
AWWA C153/A21.53 (1994) Ductile-Iron Compact Fittings, 3
in. Through 24 in. (76 mm Through 610 mm)
1 and 54 in. Through 64 in. (1, 000 mm
Through 1,600 mm) , for Water Service
AWWA C600 (1993) Installation of Ductile-Iron Water
Mains and Their Appurtenances
AWWA C900 (1989; Addendum 1992) Polyvinyl Chloride
(PVC) Pressure Pipe, 4 in. Through 12 in. ,
for Water Distribution
AWWA M23 (1980) PVC Pipe - Design and Installation
CODE OF FEDERAL REGULATIONS (CFR)
SECTION 02530 Page 2
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' 29 CFR 1910.27 Fixed Ladders
' COMMERCIAL ITEM DESCRIPTIONS (CID)
CID A-A-60005 (1988) Frames.Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
' UNI-BELL PVC PIPE ASSOCIATION (UBPPA)
UBPPA UNI-B-3 (1988) Installation of Polyvinyl Chloride
' (PVC) Pressure Pipe
UBPPA UNI-B-6 (1990) Low-Pressure Air Testing of
Installed Sewer Pipe
' 1.2 SYSTEM DESCRIPTION
1.2.1 Sanitary Sewer Gravity Pipeline
' Provide new and modify existing exterior sanitary gravity sewer piping and
appurtenances. Provide each system complete and ready for operation. The
exterior sanitary gravity sewer system includes equipment, materials,
installation, and workmanship as specified herein more than 1.5 m outside
of building walls.
1.2.2 Sanitary Sewer Pressure Lines
' Provide pressure lines of polyvinyl chloride (PVC) plastic pressure pipe. ,
1.3 SUBMITTALS
' Submit the following in accordance with section 01330, "Submittal
Procedures. "
SD-02 Shop Drawings
tPrecast concrete manhole
Metal items
' Frames, covers, and gratings
1.4 DELIVERY, STORAGE, AND HANDLING
' 1.4.1 Delivery and Storage
1.4.1.1 Piping
tInspect materials delivered to site for damage; store with minimum of
handling. Store materials on site in enclosures or under protective
coverings. Store plastic piping and jointing materials and rubber gaskets
under cover out of direct sunlight. Do not store materials directly on the
ground. Keep inside of pipes and fittings free of dirt and debris.
1.4.1.2 Metal Items
tCheck upon arrival; identify and segregate as to types, functions, and
sizes. Store off the ground in a manner affording easy accessibility and
not causing excessive rusting or coating with grease or other objectionable
' materials.
1.4.1.3 Cement, Aggregate, and Reinforcement
' As specified in Section 03300, "Cast-In-Place Concrete. --
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
1.4 .2 Handling
' Handle pipe, fittings, and other accessories in such manner as to ensure
delivery to the trench in sound undamaged condition. Carry, do not drag,
pipe to trench.
PART 2 PRODUCTS
2 .1 PIPELINE MATERIALS
' 2 .1.1 Cast-Iron Soil Piping
2.1.1.1 Cast-Iron Hub and Spigot Soil Pipe and Fittings
' ASTM A 74, service, with ASTM C 564 compression-type rubber gaskets.
2 .1.2 Ductile Iron Gravity Sewer Pipe and Associated Fittings
' 2 .1.2.1 Ductile Iron Gravity Pipe and Fittings
Ductile iron pipe shall conform to ASTM A 746, Thickness Class 150.
Fittings shall conform to AWWA C110/A21.10 or AWWA C153/A21.53. Fittings
' shall have strength at least equivalent to that of the pipe. Ends of pipe
and fittings shall be suitable for the joints specified hereinafter. Pipe
and fittings shall have cement-mortar lining conforming to AWWA C104/A21.4,
standard thickness.
' 2.1.2 .2 Ductile Iron Gravity Joints and Jointing Materials
Pipe and fittings shall have push-on joints or mechanical joints, except as
otherwise specified in this paragraph.
' 2 .1.3 PVC Plastic Gravity Sewer Piping
2 .1.3.1 PVC Plastic Gravity Pipe and Fittings
' ASTM D 3034, SDR 35, or ASTM F 949 with ends suitable for elastomeric
gasket joints.
' 2.1.3 .2 PVC Plastic Gravity Joints and Jointing Material
Joints shall conform to ASTM D 3212. Gaskets shall conform to ASTM F 477.
' 2.1.4 PVC Plastic Pressure Pipe and Associated Fittings
2.1.4.1 PVC Plastic Pressure Pipe and Fittings
' a. Pipe and Fittings Less Than 100 mm Diameter: Pipe, couplings and
fittings shall be manufactured of materials conforming to ASTM D
1784, Class 12454B.
' (1) Screw-Joint: Pipe shall conform to dimensional requirements
of ASTM D 1785, Schedule 80, with joints meeting requirements of
1.03 Mpa working pressure, 1.38 Mpahydrostatic test pressure,
unless otherwise shown or specified. Fittings for threaded pipe
' shall conform to requirements of ASTM D 2464, threaded to conform
to the requirements of ASME B1.20.1 for use with Schedule 80 pipe
and fittings. Pipe couplings when used, shall be tested as
required by ASTM D 2464.
' (2) Push-On Joint: ASTM D 3139, with ASTM F 477 gaskets.
Fittings for push-on joints shall be iron conforming to AWWA
C110/A21.10 or AWWA C111/A21.11. Iron fittings and specials shall
' shall be cement-mortar lined (standard thickness) in accordance
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' with AWWA C104/A21.4 .
(3) Solvent Cement Joint: Pipe shall conform to dimensional
' requirements of ASTM D 1785 or ASTM D 2241 with joints meet;ng the
requirements of 1 . 03 Mpaworking pressure and 1 .38 Mpa hydrostatic
test pressure. Fittings for solvent cement jointing shall .conform
to ASTM D 2466 or ASTM D 2467.
' b. Pipe and Fittings 100 mm Diameter to 300 mm: Pipe shall conform
to AWWA C900 and shall be plain end or gasket bell end, Pressure
Class 150 (DR 18) , with cast-iron-pipe-equivalent OD. Fittings
shall be gray-iron or ductile-iron conforming to AWWA C110/A21.10
or AWWA C153/A21.53 and shall have cement-mortar lining conforming
to AWWA C104/A21.4, standard thickness. Fittings with push-on
joint ends shall conform to the same requirements as fittings with
' mechanical-joint ends, except that bell design shall be modified,
as approved, for push-on joint suitable for use with the PVC
plastic pressure pipe specified in this paragraph.
' 2 .1.4.2 PVC Plastic Pressure Joints and Jointing Material
Joints for pipe, 100 mm to 300 mmdiameter, shall be push-on joints as
specified in ASTM D 3139. Joints between pipe and fittings shall be push-on
' joints as specified in ASTM D 3139 or shall be compression-type
joints/mechanical-joints as respectively specified in ASTM D 3139 and AWWA
C111/A21.11. Each joint connection shall be provided with an elastomeric
gasket suitable for the bell or coupling with which it is to be used.
' Gaskets for push-on joints for pipe shall conform to ASTM F 477. Gaskets
for push-on joints and compression-type joints/mechanical-joints for joint
connections between pipe and fittings shall be as specified in AWWA
C111/A21.11, respectively, for push-on joints and mechanical-joints.
' 2 .2 CONCRETE MATERIALS
Concrete materials shall be as specified in Section 03300, "Cast-In-Place
Concrete. "
' 2.3 MISCELLANEOUS MATERIALS
2 .3.1 Precast Concrete and Associated Materials
2.3.1.1 Precast Concrete Manhole Sections
Precast concrete manhole risers, base sections, and tops shall conform to
' ASTM C 478M. Base and first riser shall be monolithic.
2.3.1.2 Gaskets and Connectors
' Gaskets for joints between manhole sections shall conform to ASTM C 443M.
Resilient connectors for making joints between manhole and pipes entering
manhole shall conform to ASTM C 923M or ASTM C 990M.
2.3.2 Metal Items
2.3.2.1 Frames, Covers, and Gratings for Manholes
' CID A-A-60005, cast iron; figure numbers shall be as follows:
a. Traffic manhole: Provide in paved areas.
' Frame: Figure 1, Size 22A
Cover: Figure 8, Size 22A
Steps: Figure 19
' b. Non-traffic manhole:
SECTION 02530 Page 5

' ARMORIES, MCB, CAMP LEJEUNE, NC 0599915E
Frame: Figure 4, Size 22
Cover: Figure 12, Size 22
' Steps: Figure 19
2 .3.2 .2 Manhole Steps
Zinc-coated steel conforming to 29 CFR 1910.27. As an option, plastic or
rubber coating pressure-molded to the steel may be used. Plastic coating
shall conform to ASTM D 4101, copolymer polypropylene. Rubber shall conform
to ASTM C 443M, except shore A durometer hardness shall be 70 plus or minus
' S. Aluminum steps or rungs will not be permitted. Steps are not required
in manholes less than 1.2 m deep.
PART 3 EXECUTION
' 3 .1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION
3.1.1 General Requirements for Installation of Pipelines
' Apply except where specific exception is made in the following paragraphs
entitled "Special Requirements. "
' 3 .1.1.1 Location
a. Sanitary piping installation parallel with water line:
(1) Normal conditions: Sanitary piping or manholes shall be laid
at least 3 m horizontally from a water line whenever possible.
The distance shall be measured edge-to-edge.
' (2) Unusual conditions: When local conditions prevent a
horizontal separation of 3 m, the sanitary piping or manhole may
be laid closer to a water line provided that:
(a) The top (crown) of the sanitary piping shall be at least 450
mm below the bottom (invert) of the water main.
(b) Where this vertical separation cannot be obtained, the
sanitary piping shall be constructed of AWWA-approved ductile iron
' water pipe pressure tested in place without leakage prior to
backfilling.
(c) The sewer manhole shall be of watertight construction and
' tested in place.
b. Installation of sanitary piping crossing a water line:
' (1) Normal conditions: Lay sanitary piping crossing water lines
to provide a separation of at least 450 mm between the top of the
sanitary piping and the bottom of the water line whenever possible.
(2) Unusual conditions: When local conditions prevent a vertical
separation described above, use the following construction:
(a) Sanitary piping passing over or under water lines shall be
' constructed of AWWA-approved ductile iron water pipe, pressure
tested in place without leakage prior to backfilling.
(b) sanitary piping passing over water lines shall, in addition,
' be protected by providing:
1. A vertical separation of at least 450 mm between the bottom of
the sanitary piping and the top of the water line.
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' 2. Adequate structural support for the sanitary piping to prevent
excessive deflection of the joints and the settling on and
breaking of the water line.
' 2. That the length, minimum 6.1 m, of the sanitary piping be
centered at the point of the crossing so that joints shall be
equidistant and as far as possible from the water line.
' C. Sanitary sewer manholes: No water piping shall pass through or
come in contact with any part of a sanitary sewer manhole.
' 3.1.1.2 Earthwork
Perform earthwork operations in accordance with Section 02302, --Excavation,
Backfilling, and Compacting for Utilities. "
3.1.1.3 Pipe Laying and Jointing
Inspect each pipe and fitting before and after installation; replace those
' found defective and remove from site. Provide proper facilities for
lowering sections of pipe into trenches. Lay nonpressure pipe with the
bell ends in the upgrade direction. Adjust spigots in bells to give a
uniform space all around. Blocking or wedging between bells and spigots
' will not be permitted. Replace by one of the proper dimensions, pipe or
fittings that do not allow sufficient space for installation of joint
material. At the end of each work day, close open ends of pipe temporarily
with wood blocks or bulkheads. Provide batterboards not more than 7.50 m
' apart in trenches for checking and ensuring that pipe invert elevations are
as indicated. Laser beam method may be used in lieu of batterboards for
the same purpose.
t 3.1.1.4 Connections to Existing Lines
Obtain approval from the Contracting Officer before making connection to
existing line. Conduct work so that there is minimum interruption of
service on existing line.
3.1.2 Special Requirements
3.1.2.1 Installation of Ductile Iron Gravity Sewer Pipe
' Unless otherwise specified, install pipe and associated fittings in
accordance with paragraph entitled "General Requirements for Installation
of Pipelines" of this section and with the requirements of AWWA C600 for
pipe installation and joint assembly.
a. Make push-on joints with the gaskets and lubricant specified for
this type joint and assemble in accordance with the applicable
' requirements of AWWA C600 for joint assembly. Make
mechanical-joints with the gaskets, glands, bolts, and nuts
specified for this type joint and assemble in accordance with the
applicable requirements of AWWA C600 for joint assembly and the
' recommendations of Appendix A to AWWA Clll/A21.11.
3.1.2.2 Installation of PVC Plastic Piping
' Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
requirements of ASTM D 2321 for laying and joining pipe and fittings.
Make joints with the gaskets specified for joints with this piping and
' assemble in accordance with the requirements of ASTM D 2321 for assembly of
joints. Make joints to other pipe materials in accordance with the
recommendations of the plastic pipe manufacturer.
' 3.1.2.3 Installation of PVC Plastic Pressure Pipe and Fittings
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' Unless otherwise specified, install pipe and fittings in accordance with
paragraph entitled "General Requirements for Installation of Pipelines" of
this section; with the requirements of UBPPA UNI-B-3 for laying of pipe,
joining PVC pipe to fittings and accessories, and setting of hydrants,
valves, and fittings; and with the recommendations for pipe joint assembly
and appurtenance installation in AWWA M23, Chapter 7, "Installation. "
' a. Pipe Less Than 100 mm Diameter:
(1) Threaded joints shall be made by wrapping the male threads
' with joint tape or by applying an approved thread lubricant, then
threading the joining members together. The joints shall be
tightened with strap wrenches which will not damage the pipe and
fittings. The joint shall be tightened no more than 2 threads
' past hand-tight.
(2) Push-On Joints: The ends of pipe for push-on joints shall be
beveled to facilitate assembly. Pipe shall be marked to indicate
' when the pipe is fully seated. The gasket shall be lubricated to
prevent displacement. Care shall be exercised to ensure that the
gasket remains in proper position in the bell or coupling while
making the joint.
' (3) Solvent-weld joints shall comply with the manufacturer's
instructions.
' b. Pipe 100 mm Joints: Make push-on joints with the elastomeric
gaskets specified for this type joint, using either
elastomeric-gasket bell-end pipe or elastomeric-gasket couplings.
For pipe-to-pipe push-on joint connections, use only pipe with
' push-on joint ends having factory-made bevel; for push-on joint
connections to fittings, cut spigot end of pipe off square and
re-bevel pipe end to a bevel approximately the same as that on
ductile-iron pipe used for the same type of joint. Use an
approved lubricant recommended by the pipe manufacturer for
' push-on joints. Assemble push-on joints for pipe-to-pipe joint
connections in accordance with the requirements of UBPPA UNI-B-3
for laying the pipe and the recommendations in AWWA M23, Chapter
7, "Installation, " for pipe joint assembly. . Assemble push-on
' joints for connection to fittings in accordance with the
requirements of UBPPA UNI-B-3 for joining PVC pipe to fittings and
accessories and with the applicable requirements of AWWA C600 for
joint assembly. Make compression-type joints/mechanical-joints
' with the gaskets, glands, bolts, nuts, and internal stiffeners
specified for this type joint and assemble in accordance with the
requirements of UBPPA UNI-B-3 for joining PVC pipe to fittings and
accessories, with the applicable requirements of AWWA C600 for
' joint assembly, and with the recommendations of Appendix A to AWWA
C111/A21.11. Cut off spigot end of pipe for compression-type
joint/mechanical-joint connections and do not re-bevel.
' C. Pipe anchorage: Provide concrete thrust blocks (reaction backing)
for pipe anchorage. Size and position thrust blocks as indicated.
Use concrete conforming to ASTM C 94 having a minimum compressive
strength of 13.80 MPa at 28 days; or use concrete of a mix not
' leaner than one part cement, 2 1/2 parts sand, and 5 parts gravel,
having the same minimum compressive strength.
3.1.2 .4 Cleanouts
' Construct cleanouts of cast iron soil pipe and fittings.
3.1.3 Concrete Work
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Cast-in-place concrete is included in Section 03300, "Cast-In-Place
Concrete. "
' 3 .1.4 Manhole Construction
Construct base slab of cast-in-place concrete or use precast concrete base
sections. Make inverts in cast-in-place concrete and precast concrete
' bases with a smooth-surfaced semi-circular bottom conforming to the inside
contour of the adjacent sewer sections. For changes in direction of the
sewer and entering branches into the manhole, make a circular curve in the
manhole invert of as large a radius as manhole size will permit. For
' cast-in-place concrete construction, either pour bottom slabs and walls
integrally or key and bond walls to bottom slab. No parging will be
permitted on interior manhole walls. For precast concrete construction,
make joints between manhole sections with the gaskets specified for this
' purpose; install in the manner specified for installing joints in concrete
piping. Parging will not be required for precast concrete manholes.
Cast-in-place concrete work shall be in accordance with the requirements
specified under paragraph entitled "Concrete Work" of this section. Make
' joints between concrete manholes and pipes entering manholes with the
resilient connectors specified for this purpose; install in accordance with
the recommendations of the connector manufacturer. Where a new manhole is
constructed on an existing line, remove existing pipe as necessary to
' construct the manhole. Cut existing pipe so that pipe ends are
approximately flush with the interior face of manhole wall, but not
protruding into the manhole. Use resilient connectors as previously
specified for pipe connectors to concrete manholes.
3.1.5 Miscellaneous Construction and Installation
3 .1.5.1 Metal Work
' a. Workmanship and finish: Perform metal work so that workmanship
and finish will be equal to the best practice in modern structural
shops and foundries. Form iron to shape and size with sharp lines
and angles. Do shearing and punching so that clean true lines and
' surfaces are produced. Make castings sound and free from warp,
cold shuts, and blow holes that may impair their strength or
appearance. Give exposed surfaces a smooth finish with sharp
well-defined lines and arises. Provide necessary rabbets, lugs,
' and brackets wherever necessary for fitting and support.
3.2 FIELD QUALITY CONTROL
' 3.2.1 Field Tests and Inspections
The Contracting Officer will conduct field inspections and witness field
tests specified in this section. The Contractor shall perform field tests
' and provide labor, equipment, and incidentals required for testing. Be
able to produce evidence, when required, that each item of work has been
constructed in accordance with the drawings and specifications.
3.2.2 Tests for Nonpressure Lines
Check each straight run of pipeline for gross deficiencies by holding a
light in a manhole; it shall show a practically full circle of light
' through the pipeline when viewed from the adjoining end of line. When
pressure piping is used in a nonpressure line for nonpressure use, test
this piping as specified for nonpressure pipe.
' 3.2.2.1 Leakage Tests
Test lines for leakage by either infiltration tests or exfiltration tests,
or by low-pressure air tests. Prior to testing for leakage, backfill
' trench up to at least lower half of pipe. When necessary to prevent
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' pipeline movement during testing, place additional backfill around pipe
sufficient to prevent movement, but leaving joints uncovered to permit
inspection. When leakage or pressure drop exceeds the allowable amount
' specified, make satisfactory correction and retest pipeline section in the
same manner. Correct visible leaks regardless of leakage test results.
a. Infiltration tests and exfiltration tests: Perform these tests
' for sewer lines made of the specified materials, not only
concrete, in accordance with ASTM C 969M. Make calculations in
accordance with the Appendix to ASTM C 969M.
b. Low-pressure air tests: Perform tests as follows:
(1) Ductile-iron pipelines: Test in accordance with the
applicable requirements of ASTM C 924M. Allowable pressure drop
shall be as given in ASTM C 924M. Make calculations in accordance
with the Appendix to ASTM C 924M.
(2) PVC plastic pipelines: Test in accordance with UBPPA UNI-B-6.
' Allowable pressure drop shall be as given in UBPPA UNI-B-6. Make
calculations in accordance with the Appendix to UBPPA UNI-B-6.
3 .2 .3 Tests for Pressure Lines
' Test pressure lines in accordance with the applicable standard specified in
this paragraph, except for test pressures. For hydrostatic pressure test,
use a hydrostatic pressure 345 kPa in excess of the maximum working
pressure of the system, but not less than 690 kPa, holding the pressure for
a period of not less than one hour. For leakage test, use a hydrostatic
pressure not less than the maximum working pressure of the system. Leakage
test may be performed at the same time and at the same test pressure as the
pressure test. Test PVC plastic pressure lines in accordance with the
' requirements of UBPPA UNI-B-3 for pressure and leakage tests, using the
allowable leakage given therein.
3.2 .4 Field Tests for Concrete
' Field testing requirements are covered in Section 03300, "Cast-In-Place
Concrete. "
' -- End of Section --
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' SECTION 02630
' STORM DRAINAGE
09/99
PART 1 GENERAL
' 1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
t (AASHTO)
AASHTO M198 (1994) Joints for Circular Concrete Sewer
and Culvert Pipe Using Flexible Watertight
' Gaskets
AASHTO M294 (1994) Corrugated Polyethylene Pipe, 305
to 915 mm (12 to 36 in. ) Diameter
' AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA 01-102 (1988) Concrete Pipe Handbook
' ACPA 01-103 (1990) Concrete Pipe Installation Manual
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
ASTM A 497 (1995) Steel Welded Wire Fabric, Deformed,
for Concrete Reinforcement
ASTM A 615/A 615M (1996; Rev. A) Deformed and Plain
Billet-Steel Bars for Concrete
Reinforcement
ASTM C 32 (1993) Sewer and Manhole Brick (Made from
Clay or Shale)
ASTM C 62 (1997) Building Brick (Solid Masonry Units
Made from Clay or Shale)
' ASTM C 76M (1996) Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe (Metric)
ASTM C 139 (1997) Concrete Masonry Units for
Construction of Catch Basins and Manholes
ASTM C 270 (1997) Mortar for Unit Masonry
' ASTM C 443M (1994) Joints for Circular Concrete Sewer
and Culvert Pipe, Using Rubber Gaskets
(Metric)
' ASTM C 476 (1995) Grout for Masonry
ASTM C 478M (1996; Rev. A) Precast Reinforced Concrete
' Manhole Sections (Metric)
ASTM C 923M (1996) Resilient Connectors Between
Reinforced Concrete Manhole Structures,
' Pipes and Laterals (Metric)
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tASTM D 2321 (1989; R 1995) Underground Installation of
Thermoplastic Pipe for Sewers and Other
Gravity-Flow Applications
ASTM D 3034 (1996) Type PSM Poly(Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
' ASTM D 3212 (1996; Rev. A) Joints for Drain and Sewer
Plastic Pipe Using Flexible Elastomeric
Seals
' ASTM D 4101 (1996; Rev. A) Propylene Plastic Injection
and Extrusion Materials
ASTM F 477 (1996; Rev. A) Elastomeric`Seals (Gaskets)
for Joining Plastic Pipe
CODE OF FEDERAL REGULATIONS (CFR)
' 29 CFR 1910.27 Fixed Ladders
COMMERCIAL ITEM DESCRIPTIONS (CID)
' CID A-A-60005 (1998) Frames, Covers, Gratings, Steps,
Sump and Catch Basin, Manhole
' 1.2 SUBMITTALS
Submit the following in accordance with Section 01330, ".Submittal
Procedures. "
' SD-02 Shop Drawings
Precast concrete structures
' Metal items
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
1.3.1.1 Piping
' Inspect materials delivered to site for damage; store with minimum of
handling. Store plastic piping and jointing materials and rubber gaskets
under cover out of direct sunlight. Do not store materials directly on the
ground. Keep inside of pipes and fittings free of dirt and debris.
' 1.3.1.2 Metal Items
Check upon arrival; identify and segregate as to types, functions, and
sizes. Store off the ground in a manner affording easy accessibility and
not causing excessive rusting or coating with grease or other objectionable
materials.
' 1.3.1.3 Cement, Aggregates, and Reinforcement
Store as specified in Section 03300, "Cast-In-Place Concrete. "
' 1.3.2 Handling
Handle pipe, fittings, and other accessories in a manner to ensure delivery
to the trench in sound undamaged condition. Carry, do not drag pipe to
' trench.
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' PART 2 PRODUCTS
' 2 .1 PIPELINE AND CULVERT MATERIALS
2 .1.1 Ductile-Iron Pipe and Fittings
' As specified in Section 02530, "Sanitary Sewerage. "
2 .1.2 Concrete Piping
' 2 .1.2 .1 Concrete Pipe and Fittings
Storm drainage pipe shall be reinforced concrete pipe conforming to ASTM C
76M, Class III.
' 2.1.2 .2 Joint Sealants
Provide primers and lubricants as recommended by the manufacturer.
Concrete pipe joints shall be suitable for use with the joint sealants
specified.
a. Butyl gaskets.
' 2 .1.3 Polyvinyl Chloride (PVC) Plastic Piping
2 .1.3.1 PVC Plastic Pipe and Fittings
' ASTM D 3034, shall be SDR 35, having ends adaptable for elastomeric gasket
joints.
2.1.3 .2 Joints and Jointing Material for PVC Plastic Piping
Joints shall conform to ASTM D 3212. Gaskets shall conform to ASTM F 477.
2.1.4 Corrugated Plastic Piping
' 2.1.4.1 Pipe and Fittings
Corrugated, high density polyethylene pipe (HDPE) conforming to AASHTO M294.
' 2 .1.4.2 Joints and Jointing Materials
Manufacturer's recommendations for HDPE joints.
' 2.2 CONCRETE MATERIALS
Provide as specified in Section 03300, "Cast-In-Place Concrete. "
2.3 MISCELLANEOUS MATERIALS
2.3.1 Drainage Structures
Construct of clay brick, solid concrete masonry units or concrete, except
that headwalls, gutters, top of curb inlets, and bases shall be concrete.
Precast structures may be provided in lieu of cast-in-place concrete except
for headwalls, and gutters. Pipe-to-wall connections shall be mortared to
produce smooth transitions and watertight joints or provided with ASTM C
923M resilient connectors. Bases shall have smooth inverts accurately
shaped to a semicircular bottom conforming to the inside contour of the
' adjacent sewer sections. Changes in direction of the sewer and entering
branches into the manhole shall have a circular curve in the manhole invert
of as large a radius as the size of the manhole will permit.
' 2.3.1.1 Precast Concrete Structures
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' ASTM C 478M, except as specified herein. Provide an air content of 6
percent, plus or minus 2 percent and a minimum wall thickness of 125 mm.
ASTM A 615/A 615Mreinforcing bars. ASTM A 497 welded wire fabric. ASTM C
443M or AASI-TTO M198, Type B gaskets for joint connections. Provide a 100 mm
layer of clean gravel bedding with a maximum size of 50 mm.
2 . 3 .2 Masonry Materials
Shall conform to the following specifications and other requirements
specified hereunder.
' 2.3.2.1 Brick
ASTM C 32, Grade MS, or ASTM C 62, Grade SW, except that the absorption
' test will be waived.
2 .3 .2.2 Concrete Masonry Units
ASTM C 139.
2 .3 .2.3 Mortar
ASTM C 270, Type M.
' 2 .3.2 .4 Water
Water for masonry mortar shall be fresh, clean, potable.
' 2 .3 .2 .5 Grout
ASTM C 476.
' 2.3.3 Metal Items
2.3.3.1 Frames, Covers, and Gratings
' Shall be cast iron conforming to CID A-A-60005, figure numbers as follows.
a. Traffic manhole: Provide in paved areas.
Frame: Figure 1, Size 22A
Cover: Figure 8, Size 22A
Steps: Figure 19
' b. Non-traffic manhole:
Frame: Figure 4, Size 22
Cover: Figure 12, Size 22
Steps: Figure 19
2.3.3.2 Drainage Structure Steps
zinc-coated steel conforming to 29 CFR 1910.27. As an option, plastic or
rubber coating pressure-molded to the steel may be used. Plastic coating
shall conform to ASTM D 4101, copolymer polypropylene. Rubber shall conform
' to ASTM C 443M, except shore A durometer hardness shall be 70 plus or minus
5. For curb inlets, steel sump ladder rungs as indicated may be used in
lieu of cast-iron steps; rungs shall be zinc-coated after fabrication.
Aluminum steps or rungs will not be permitted. Steps are not required in
manholes, curb inlets, or catch basins less than 1.2 m deep.
2.4 FLARED ENDS
' Flared end sections shall be same material as pipe material except that
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' only reinforced concrete flared ends shall be provided for concrete pipe.
2 . 5 EROSION CONTROL RIPRAP
' Provide nonerodible rock not exceeding 375 mm in its greatest dimension a-.3
choked with sufficient small rocks to provide a dense mass with a minimum
thickness of as indicated. Riprap shall be as specified in Section 02301,
' "Earthwork for Structures and Pavement. "
PART 3 EXECUTION .
' 3. 1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION
3.1.1 General Requirements for Installation of Pipelines
' These requirements shall apply to pipeline installation except where
specific exception is made under paragraph entitled "Special Requirements. "
3 .1.1.1 Location
' The work covered by this section shall terminate at a point approximately
1.5 m from the building, unless otherwise indicated on the drawings.
3 .1.1.2 Earthwork
Perform earthwork operations in accordance with Section 02302, "Excavation,
Backfilling, and Compacting for Utilities. "
3. 1.1.3 Pipe Laying and Jointing
Inspect each pipe and fitting before and after installation; remove those
found defective from site and replace with new. Provide proper facilities
' for lowering sections of pipe into trenches. Lay pipe with the bell ends
in the upgrade direction. Adjust spigots in bells to produce a uniform
space. Blocking or wedging between bells and spigots will not be
permitted. Replace by one of the proper dimensions any pipe or fitting
' that does not allow sufficient space for proper calking or installation of
joint material. At the end of each work day, close open ends of pipe
temporarily with wood blocks or bulkheads. Provide batterboards not more
than 7.5 m apart in trenches for checking and ensuring that pipe invert
elevations are as indicated. Laser beam method may be used in lieu of
batterboards for the same purpose.
3.1.1.4 Connections to Existing Lines
' Notify Contracting Officer in writing at least 10 days prior to date that
connections are to be made. Obtain approval of the Contracting Officer
before interrupting service. Conduct work so that there is minimum
t interruption of service on existing line.
3.1.2 Special Requirements
' 3.1.2.1 Installation of Concrete Piping
Install pipe and fittings in accordance with paragraph entitled "General
Requirements for Installation of Pipelines" of this section and with the
provisions for rubber gasket jointing and jointing procedures of ACPA 01-103
or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously
specified for joints with this piping. Clean and dry surfaces receiving
lubricants, cements, or adhesives. Affix gaskets to pipe not more than 24
' hours prior to the installation of the pipe. Protect gaskets from sun,
blowing dust, and other deleterious agents at all times. Before
installation of the pipe, inspect gaskets and remove and replace loose or
improperly affixed gaskets. Align each pipe section with the previously
' installed pipe section, and pull the joint together. If, while pulling the
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' joint, the gasket becomes loose and can be seen through the exterior joint
recess when the pipe is pulled up to within 25 mm of closure, remove the
pipe and remake the joint.
' 3 . 1.2 .2 Installation of PVC Plastic Piping
Install pipe and fittings in accordance with the "General Requirements for
' Installation of Pipelines" and with the requirements of ASTM D 2321 for
laying and joining pipe and fittings. Make joints with the gaskets
specified for joints with this piping; assemble in accordance with the
requirements of ASTM D 2321 for assembly of joints. Make joints to other
' pipe materials in accordance with the recommendations of the plastic pipe
manufacturer.
3.1.2.3 Installation of Corrugated Plastic Piping
' Install pipe and fittings in accordance with the "General Requirement for
Installation of Pipelines" and with the recommendations of the HDPE pipe
manufacturer.
3.1.3 Concrete Work
Perform cast-in-place concrete work in accordance with Section 03300,
t "Cast-In-Place Concrete. "
3.1.4 Manhole, Curb Inlet, and Catch Basin Construction
Construct base slab of cast-in-place concrete or use precast concrete base
t sections. Make inverts in cast-in-place concrete and precast concrete
bases with a smooth-surfaced semi-circular bottom conforming to the inside
contour of the adjacent drainage sections. For changes in direction of
drains and entering branches into the manhole, make a circular curve in the
manhole invert of as large a radius as manhole size will permit. For
cast-in-place concrete construction, either pour bottom slabs and walls
integrally or key and bond wallsto bottom slab. For precast concrete
construction, make joints between sections with the gaskets specified for
' this purpose; install in the manner specified for installing joints in
concrete piping. Give a smooth finish to inside joints of precast concrete
manholes, curb inlets, and catch basins. Parging will not be required for
precast concrete manholes. Cast-in-place concrete work shall be in
' accordance with the paragraph entitled, "Concrete Work. " Make joints
between concrete manholes and pipes entering manholes with the resilient
connectors specified for this purpose or mortared to produce a watertight
joint; install in accordance with the recommendations of the connector
' manufacturer. where a new manhole is constructed on an existing line,
remove existing pipe as required to construct the manhole. Cut existing
pipe so that pipe ends are approximately flush with the interior face of
manhole wall, but not protruding beyond into the manhole.
3 .1.5 Metal Work
.3.1.5.1 Workmanship and Finish
Perform metal work so that workmanship and finish will be equal to the best
practice in modern structural shops and foundries. Make castings sound and
free from warp, cold shuts, and blow holes that may impair their strength
' or appearance. Give exposed surfaces a smooth finish with sharp
well-defined lines and arises. Provide rabbets, lugs, and brackets
wherever necessary for fitting and support.
3.2 FIELD QUALITY CONTROL
3.2.1 Field Tests and Inspections
' The Contracting Officer will conduct field inspections and witness field
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tests specified in this section. The Contractor shall perform field tests
and provide labor, equipment, and incidentals required for testing. Be
able to produce evidence, when required, that each item of work has been
constructed properly in accordance with the drawings and specifications .
3 .2.2 Pipeline Testing
Check each straight run of pipeline for gross deficiencies by holding a
light in a manhole; it shall show a practically full circle of light
through the pipeline when viewed from the adjoining end of line.
' 3 .2.2 .1 Leakage Tests
Provide leakage tests for all pipes draining detention basins.
' Test lines for leakage by either infiltration tests or exfiltration tests.
Prior to testing for leakage, backfill trench up to at least the lower half
of pipe. When necessary to prevent pipeline movement during testing, place
additional backfill around pipe sufficient to prevent movement, but leaving
t joints uncovered to permit inspection. When the water table is 600 mm or
more above top of pipe at upper end of pipeline section to be tested,
measure infiltration using a suitable weir or other acceptable device.
When the water table is less than 600 mm above top of pipe at upper end of
' pipeline section to be tested, make exfiltration test by filling the line
to be tested with water so that the head will be at least 1.2 m above top
of pipe at upper end of pipeline section being tested. Allow filled
pipeline to stand until the pipe has reached its maximum absorption, but
not less than 4 hours. After absorption, re-establish the head and measure
' amount of water needed to maintain this water level during a 2 hour test
period. Amount of leakage, as measured by either infiltration or
exfiltration test shall not exceed 47 liters per millimeter of diameter per
day per kilometer of pipeline. When leakage exceeds the amount specified,
' make satisfactory correction and retest pipeline section in the same
manner. Correct visible leaks regardless of leakage test results.
3.2.3 Field Tests for Concrete
' Field testing requirements are covered in Section 03300, "Cast-In-Place
Concrete. "
' -- End of Section --
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SECTION 02741
BITUMINOUS CONCRETE PAVEMENT
09/99
PART 1 GENERAL
' 1.1 REFERENCES
The publications listed below form a part of this specification to the
' extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
' ASTM D 698 (1991) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft (600 kN-m/m) )
' ASTM D 1188 (1996) Bulk Specific Gravity and Density
of Compacted Bituminous Mixtures Using
Paraffin-Coated Specimens
' ASTM D 1556 (1990; R 1996) Density and Unit Weight of
Soil in Place by the Sand-Cone Method
ASTM D 2726 (1996; Rev. A) Bulk Specific Gravity of
Compacted Bituminous Mixtures Using
Saturated Surface-Dry Specimens
ASTM D 2922 (1996) Density of Soil and Soil-Aggregate
' in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 (1996) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
' FEDERAL SPECIFICATIONS (FS)
FS TT-P-1952 (Rev. D) Paint, Traffic and Airfield
' Marking, Waterborne
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (1995) Roads and Structures
1.2 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures. "
SD-05 Design Data
' Job-mix formula; G A/E
SD-07 Certificates
' Stone Base Course
Paint
' 1.3 QUALITY ASSURANCE
1.3.1 Modification to References -
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' Except as specified herein or as indicated, work and materials shall be in
accordance with the NCDOT RS. The provisions therein for method of
measurement and payment do not apply, and references to "Engineer" and
' "State" shall be interpreted to mean the "Contracting Officer" and the
"Federal Government" respectively.
1.3.2 Job-Mix Formula
' Submit the mix design, including mixing temperature, for approval . The mix
design shall include a certified laboratory analysis of mix composition
with marshall stability value, void content, and flow. After mix design
' approval, job mixes shall conform to the range of tolerances specified in
NCDOT RS. An identical mix design previously approved within the past 12
months by the Atlantic Division, Naval Facilities Engineering Command, may
be used without further approval, provided that copies of the previous
' approval are submitted. Obtain acknowledgement of receipt prior to
bituminous concrete placement. Submit additional data regarding materials
if the source of the materials changes.
' 1.4 ENVIRONMENTAL REQUIREMENTS
Do not produce or place bituminous concrete when the weather is rainy or
foggy, when the base course is frozen or has excess moisture, or when the
' ambient temperature is less than 4.4 degrees Celsius in the shade away from
artificial heat.
1.5 BARRICADES AND SIGNALS
Provide and maintain temporary signs, signals, lighting devices, markings,
barricades, and channelizing and hand signaling devices to protect
personnel and new construction from damage by equipment and vehicles until
the surface is approved by the Contracting Officer.
' PART 2 PRODUCTS
2.1 MATERIALS
2 .1.1 Bituminous Concrete Mix
NCDOT RS, Section 645, Type I-1 for material and mix. Provide crushed
' stone aggregates for the bituminous mix.
2.1.1.1 Recycled Asphalt Material
' Bituminous concrete mix may contain a maximum of 25 percent by weight of
the total aggregate material, reclaimed asphalt pavement (RAP) . Mix design
shall meet the requirements for the type of bituminous concrete specified.
Clearly state the viscosity of reclaimed asphalt cement, grade of new
' asphalt cement, properties of recycling agent if used, and percentage of
each in the mix. Combine asphalts and recycling agents to achieve a
viscosity of 200 plus or minus 40 pascal-second at 60 degrees Celsius.
Furnish a new job mix formula for each change in percentage of RAP material
' used.
2.1.2 Stone Base Course
' NCDOT RS, Sections 1005 and 1010 for aggregate base course, standard Size
No. ABC.
2.1.3 Bituminous Tack Coat
NCDOT RS, Section 605. Emulsified asphalts shall be diluted at the rate of
one part water to one part asphalt.
' 2.1.4 Paint
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1 FS TT-P-1952, white, unless indicated otherwise.
' 2 .2 MIX PLANT
NCDOT RS, Sections 610-5.
PART 3 EXECUTION
3 .1 INSTALLATION AND APPLICATION
' Provide a stone base course, and a bituminous concrete surface course.
Subgrade preparation shall be as specified in Section 02301, "Earthwork for
Structures and Pavements. "
' 3.1.1 Stone Base Course Placement
Begin spreading base material at the point nearest the source of supply.
Permit traffic and hauling over the base. Fill ruts formed by traffic and
' reroll. After base course placement, continue machining and rolling until
surface is smooth, compacted, well bonded, and true to the designed cross
section. Compact to 100 percent ASTM D 698 maximum dry density. Maintain
the base smooth and true to grade and cross section until bituminous
concrete placement.
' 3.1.2 Bituminous Tack Coat Placement
Provide tack coat on existing pavement to be overlaid at the rate of 0.453
liters residual asphalt per square meter. Thoroughly clean surfaces to
receive the tack coat immediately prior to application of tack coat. Tack
coat shall be tacky at the time of bituminous concrete placement.
' 3.1.3 Bituminous Concrete Application
3.1.3 .1 Placing Temperature
Minimum temperature of bituminous concrete during placement into mechanical
spreader shall be 107 degrees Celsius. Mixtures which have a lower
temperature shall be rejected.
' 3.1.3.2 Joints
Where new pavement abuts existing bituminous pavement, cut existing surface
course along straight lines approximately 150 mm from edge: Cuts shall be
' vertical and extend the full depth of the surface course. Prior to
bituminous concrete placement, apply asphalt cement to exposed edges of
cold joints.
' 3 .1.3 .3 Spreading and Finishing Equipment
Spread the bituminous concrete to a uniform density and produce a smooth
finish, true to cross section and free from irregularities. Provide
' adjustable screeds to shape the surface to true cross section.
3.1.3 .4 Bituminous Concrete Placement
' As continuous as possible. Place in maximum So mm lifts. Avoid passing
rollers over unprotected edges of bituminous concrete prior to bituminous
concrete cooling. If rollers pass over unprotected edges of bituminous
concrete prior to cooling, cut bituminous concrete back to expose full
' depth of bituminous concrete. Immediately prior to resumption of
bituminous concrete placement, coat exposed edges of bituminous concrete
with asphalt cement. When bituminous concrete placement resumes, rake the
hot bituminous concrete against asphalt cement and compact.
1
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' 3 .1.3.5 Featheredges
Accomplish featheredging by raking out the larger aggregate as necessary
and sloping the pavement uniformly throughout the featheredge to create a
smooth transition. Unless indicated otherwise, featheredge transition
shall be 3.05 m.
3 . 1.3.6 Compaction
NCDOT RS for equipment and compaction procedures, modified to compact
bituminous concrete to 96 percent of maximum laboratory density. Finished
' surface shall be uniform in texture and appearance and free of cracks and
creases.
3 .1.3.7 Protection
' No vehicular traffic shall be allowed on pavement for a minimum of 6 hours
after final rolling, or until bituminous concrete has cured, whichever is
longer.
3 .2 PAVEMENT MARKINGS
Unless indicated otherwise, provide painted lines 100 mm in width. Apply
paint after bituminous concrete has cured for a minimum of 7 days, and
' minimum ambient temperature is 4.4 degrees Celsius. Apply paint to clean,
dry surfaces, and protect surfaces from traffic until dry. Provide uniform
paint film of sufficient thickness to completely conceal pavement.
' 3 .3 FIELD QUALITY CONTROL
3.3.1 Sampling
' Provide new materials where samples are taken. Take the number and size of
samples required to perform the following tests.
3 .3.1.1 Bituminous Concrete Sampling
a. Job Mix: Take one initial sample and one sample for every 362, 840
kilograms or fraction thereof.
' b. Thickness: Take one sample for every 418 square meter or fraction
thereof.
C. Density: one field test for every 836 square meter or fraction
thereof, and one laboratory test for the project. Provide minimum
100 mm diameter cores if nuclear testing is not used.
3 .3.1.2 Stone Base Course Sampling
a. Thickness: Take one sample for every 418 square meters or
fraction thereof.
' b. Density: One field test for every 836 square meters or fraction
thereof, and one laboratory test for the project.
3.3.2 Testing
' Provide for each sample.
3 .3.2.1 Bituminous Concrete Testing
a. Job Mix: Determine gradation and bitumen content.
b. Thickness: Maximum allowable deficiency shall be 6 mm less than
' the indicated thickness. Average thickness shall be as indicated.
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C. Density, In Place: ASTM D 2922 and ASTM D 3017; cored sample ASTM
D 1188 or ASTM D 2726 .
' 3 .3 .2.2 Stone Base Course Testing
a. Thickness: Maximum allowable deficiency shall be 13 mm less than
the indicated thickness. Average thickness shall be as indicated.
b. Density: ASTM D 1556 or ASTM D 2922 and ASTM D 3017.
' -- End of Section --
SECTION 02741 Page 5

' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' SECTION 02821
' CHAIN LINK FENCES AND GATES
09/99
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
' extent referenced. The publications are referred to in the text by the
basic designation only.
FEDERAL SPECIFICATIONS (FS)
' FS RR-F-191 (Rev. K) Fencing, Wire and Post Metal (and
Gates, Chain-Link Fence Fabric, and
Accessories) (General Specification)
' FS RR-F-191/1 (Rev. D) Fencing, Wire and Post, Metal
(Chain-Link Fence Fabric) (Detail
Specification)
' FS RR-F-191/2 (Rev. D) Fencing, Wire and Post, Metal
(Chain-Link Fence Gates) (Detail
Specification)
' FS RR-F-191/3 (Rev. D) Fencing, Wire and Post, Metal
(Chain-Link Fence Posts, Top Rails and
Braces) (Detail Specification)
' FS RR-F-191/4 (Rev. D) Fencing, Wire and Post, Metal
(Chain-Link Fence Accessories) (Detail
Specification)
1.2 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
' Procedures. " _
SD-02 Shop Drawings
' Gates
1.3 DELIVERY, STORAGE, AND HANDLING
Deliver materials to site in an undamaged condition. Store materials off
the ground to provide protection against oxidation caused by ground contact.
PART 2 PRODUCTS
' 2.1 CHAIN-LINK FENCING AND ACCESSORIES
FS RR-F-191 and detailed specifications as referenced and other
requirements as specified.
2.1.1 Fabric
FS RR-F-191/1; Type I, zinc-coated steel, 9 gage. Mesh size, 50 mm.
' Provide selvage knuckled at one selvage and twisted and barbed at the
other. Height of fabric, as indicated.
2.1.2 Gates
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FS RR-F-191/2; Type I, single swing; II, double swing; III, single
cantilever sliding, wheel sliding gate; and IV, double cantilever sliding.
Shape and size of gate frame, as indicated. Framing and bracing members,
' round or square of steel. Steel member finish, zinc-coated. Gate frames
and braces of minimum sizes listed in FS RR-F-191/3 for each Class and
Grade except that steel pipe frames shall be 48 mm od, 3 mm minimum wall
thickness and aluminum pipe frames and intermediate braces shall be 47 . 5 mm
' od, 1.4 kg per meter of length. Gate fabric, as specified for fencing
fabric. Barbed wire top on gate, as specified herein. Coating for steel
latches, stops, hinges, keepers, and accessories, galvanized. Gate
latches, fork, plunger bar type. Special gate frames, as indicated. Gate
' leaves more than 2.4 m wide shall have intermediate members as necessary to
provide rigid construction, free from sag or twist. Gate leaves less than
2.4 m wide shall have truss rods or intermediate braces. Attach gate
fabric to gate frame in accordance with manufacturer's standards, except
' that welding will not be permitted. Arrange padlocking latches to be
accessible from both sides of gate, regardless of latching arrangement.
2 .1.3 Posts, Top Rails and Braces
' FS RR-F-191/3 line posts; Class 1, steel pipe, Grade A. End, corner, and
pull posts; Class 1, steel pipe, Grade A. Braces and rails; Class 1, steel
pipe, Grade A, in minimum sizes listed in FS RR-F-191/3 .
' 2 .1.4 Fencing Accessories
FS RR-F-191/4. Provide wire ties constructed of the same material as the
' fencing fabric.
2 .1.5 Concrete
Provide as specified in Section 03300, "Cast-In-Place Concrete. "
2 .1.6 Grout
' Provide grout of proportions one part portland cement to three parts clean,
well-graded sand and a minimum amount of water to produce a workable mix.
PART 3 EXECUTION
' 3 .1 SITE PREPARATION
3.1.1 Clearing and Grading
' Clear fence line of trees, brush, and other obstacles to install fencing.
Establish a graded, compacted fence line prior to fencing installation.
Compact fill used to establish fence line.
3.1.2 Excavation
Excavate to dimensions indicated for concrete-embedded items. Dispose of
waste material.
3.2 FENCE INSTALLATION
Install fence on prepared surfaces to line and grade indicated. Secure
fastening and hinge hardware in place to fence framework by peening or
welding. Allow for proper operation of components. Coat peened or welded
areas with a repair coating matching original. coating. Install fence in
accordance with fence manufacturer's written installation instructions
except as modified herein.
3.2.1 Post Spacing
Provide line posts spaced equidistantly apart, not exceeding 3 m on center.
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' Provide gate posts spaced as necessary for size of gate openings. Do not
exceed 152 m on straight runs between braced posts. Provide corner or pull
posts, with bracing in both directions, for changes in direction of 0.26 rad
' or more, or for abrupt changes in grade. Provide drawings showing
location of gate, corner, end, and pull posts.
3 .2 .2 Post Setting
' Set posts plumb. Allow concrete to cure a minimum of 72 hours before
performing other work on posts.
3.2.2.1 Earth and Bedrock
Provide concrete bases of dimensions indicated. Compact concrete to
eliminate voids, and finish to a dome shape.
' 3 .2.3 Bracing
Brace gate, corner, end, and pull posts to nearest post with a horizontal
brace used as a compression member, placed at least 300 mm below top of
fence, and a diagonal truss rod and truss tightener used as a tension
member.
' 3 .2.4 Top Rails
Install top rails before installing chain-link fabric. Pass top rail
through intermediate post caps. Provide expansion coupling spaced as
' indicated.
3 .2.5 Bottom Tension Wires
' Install bottom tension wires before installing chain-link fabric, and pull
wires taut. Place top and bottom tension wires within 200 mm of respective
fabric line.
3 .2.6 Fabric _
' Pull fabric taut and secure fabric to top rail and bottom wire, close to
both sides of each post and at maximum intervals of 600 mm on center.
Secure fabric to posts using stretcher bars, ties or clips spaced 375 mm on
center, or by integrally weaving to integral fastening loops of end,
corner, pull, and gate posts for full length of each post. Install fabric
on opposite side of posts from area being secured. Install fabric so that
bottom of fabric is 50 mm above ground level. Install fence fabric to
' provide approximately 50 mm deflection at center of fabric span between two
posts, when a force of approximately 133 N is applied perpendicular to
fabric. Fabric should return to its original position when force is removed.
' 3.3 ACCESSORIES INSTALLATION
3.3.1 Post Caps
' Design post caps to accommodate top rail. Install post caps as recommended
by the manufacturer.
3.3.2 Supporting Arms
Design supporting arms to accommodate top rail. Install supporting arms as
recommended by manufacturer. In addition to manufacturer's standard
connections, permanently secure supporting arms to posts. Studs driven by
' low-velocity powder-actuated tools may be used with steel, wrought iron,
ductile iron, or malleable iron. Do not use studs driven by
powder-actuated tools with gray iron or other material that will fracture.
' 3.3.3 Barbed Wire
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' Install barbed wire on supporting arms above fence posts. Extend each end
member of gate frames sufficiently above top member to carry three strands
of barbed wire in horizontal alignment with barbed wire strands on the
fence. Pull each strand taut and securely fasten each strand to each
supporting arm or extended member. Secure wires in accordance with fence
manufacturer's recommendations.
3.3 .4 Gates
Install swing gates to swing through 3.14 rad from closed to open. Provide
' sliding gates as indicated.
3.4 GROUNDING
Ground fencing as indicated.
3.5 CLEANUP
' Remove waste fencing materials and other debris from the station.
End of Section -
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
SECTION 02623
' RE-ESTABLISHING VEGETATION
10/99
PART 1 GENERAL
1.1 GENERAL REQUIREMENTS
' The work covered by this section consists of preparing seedbeds; furnishing
and placing limestone, fertilizer, seed and plants; compacting seedbeds;
furnishing, placing, and securing mulch; mowing; and other operations
necessary for the permanent establishment of grasses and plants.
Seeding, mulching and planting shall be performed on all earth areas
disturbed by construction. Provide plants where indicated. The Contractor
shall adapt his operations to variations in weather or soil conditions as
necessary for the successful establishment and growth.
The quantity of mowing to be performed will be affected by the actual
' conditions which occur during the construction of the project. The
quantity of mowing may be increased, decreased, or eliminated entirely at
the direction of the Contracting Officer. Such variations in quantity will
not be considered as alterations in the details of construction or a change
in the character of the work.
PART 2 PRODUCTS
' 2 .1 FERTILIZER
The quality of all fertilizer and all operations in conndction with the
furnishing of this material shall comply with the requirements of the North
Carolina Fertilizer Law and with the rules and regulations, adopted by the
North Carolina Board of Agriculture in accordance with the provisions of
said law, in effect at the time of sampling. Fertilizer shall be 10-10-10,
Dry fertilizer shall have been manufactured from cured stock. Liquid
fertilizer shall be stored and cared for after manufacture in a manner that
will prevent loss of plant food values.
2.2 LIMESTONE
' The quality of all limestone and all operations in connection with the
furnishing of this material shall comply with the requirements of the North
Carolina Lime Law and with the rules and regulations adopted by the North
Carolina Board of. Limestone shall be agricultural grade ground Dolomitic
limestone. All limestone shall contain not less than 90 percent calcium
carbonate equivalents.- Dolomitic limestone shall contain not less than 10
percent of magnesium. Dolomitic limestone shall be so graded that at least:
90 percent will pass through a U.S. Standard 20 mesh screen, and at least
35 percent will pass through a U.S. Standard 100 mesh screen.
2.3 SEED
' The quality of all seed and all operations in connection with the
furnishing of this material shall comply with the requirements of the North
Carolina Seed Law and with the rules and regulations adopted by the North
Carolina Board of Agriculture. Seed shall have been approved by the North
' Carolina Department of Agriculture before being sown. No seed will be
accepted with, a date of test more than 8 months prior to the date of
sowing, excluding the month in which the test was completed. Seed mix by
weight shall be 50t KY-31 Fescue, 20* Annual Rye, 30W Unhulled Bermuda.
SECTION 02823 Page 1

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' 2.4 MULCH FOR EROSION CONTROL
Mulch for erosion control shall consist of grain straw or other acceptable
' material, and shall have been approved by the Contracting Officer before
being used. All mulch shall be reasonably free from mature seed bearing
stalks, roots, or bulblets. Material for holding mulch in place shall be
asphalt or other approved binding material.
' 2 .5 MATTING FOR EROSION CONTROL
2 .5.1 General
' Matting for erosion control shall be or excelsior matting. Other
acceptable material manufactured especially for erosion control may be used
when approved by the Contracting Officer in writing before being used.
Matting for erosion control shall not be dyed, bleached, or otherwise
treated in a manner that will result in toxicity to vegetation.
2 .5.2 Excelsior Matting
' Excelsior matting shall consist of a machine produced mat of curled wood
excelsior a minimum of 47 inches in width. The mat shall weigh 0.53 kg per
square meter (0.975 pounds per square yard) with a tolerance of plus or
' minus 10 percent. At least 80 percent of the individual excelsior fibers
shall be 150 mm (6 inches) or more in length. The excelsior fibers shall
be evenly distributed over the entire area of the blanket. One side of the
excelsior matting shall be covered with an extruded plastic mesh. The mesh
size for the plastic mesh shall be a maximum of 25 mm x 25 (1 inch x 1
inch) .
2.6 .3 Wire Staples
' Staples shall be machine made of No. 11 gage new steel wire formed into a
"U" shape. The size when formed shall be not less than 150 mm (6- inches) in
length with a throat of not less than 25 mm (1 inch) in width.
' 2.6 WATER
Water used in the planting or care of vegetation shall meet the
' requirements of Class C fresh waters as defined in 15 NAC 2B. 0200.
2.7 PLANT MATERIALS - NURSERY GROWN
' All plants shall be as indicated. Container growth plants may be used in
lieu of balled and burlapped plants. Grading of plants, size of root
balls, and type and minimum dimensions of containers shall conform to the
specifications contained in the edition of American Standard for Nursery
' Stock. Plants shall not be cut back from larger sizes to meet the sizes
indicated. All plants shall be first-class representatives of their
species or varieties. The root system shall be vigorous and well-developed.
' Plants to be balled and burlapped (B&B) shall be dug so as to retain as
many fibrous roots as possible, and shall come from soil which will form a
firm ball. The soil in the ball shall be the original and undisturbed soil
in which the plant has been grown. The plant shall be dug, wrapped,
transported, and handled in such a manner that the soil in the ball will
not become frozen, or loosened so as to cause stripping of the small
feeding roots or movements of the soil away from contact with such roots.
Container grown plants shall be healthy, vigorous, well-rooted, and shall
' have become established in the container in which they are delivered.
These plants shall have been in the container long enough for the fibrous
roots to have developed so that the root mass will retain its shape and
hold together when removed from the container.
SECTION 02823 Page 2
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' PART 3 EXECUTION
3 .1 GENERAL REQUIREMENTS
' The work shall be performed immediately upon completion of earthwork areas.
No exception will be made to this requirement unless otherwise permitted in
writing by the Contracting Officer. Upon failure or neglect on the part of
' the Contractor to coordinate his grading with seeding and mulching
operations and diligently pursue the control of erosion and siltation, the
Contracting Officer may suspend the Contractor's operations until such time
as the work is coordinated in a manner acceptable to the Contracting
' Officer.
3.2 SEEDBED PREPARATION
' The Contractor shall cut and satisfactorily dispose of weeds or other
unacceptable growth on the areas to be seeded. The soil shall then be
scarified or otherwise loosened to a depth of not less than 75 mm (3
inches) except as otherwise provided below or otherwise directed by the
' Contracting Officer. Clods shall be broken and the top 50 to 75 mm (2 to 3
inches) of soil shall be worked into an acceptable seedbed by the use of
soil pulverizers, drags, or harrows; or by other methods approved by the
Contracting Officer. All rock and debris 75 mm (3 inches) or larger shall
' be removed prior to the application of seed and fertilizer. On cut slopes
that are 2 :1 and steeper, both the depth of preparation and the degree of
smoothness of the seedbed may be reduced as permitted by the Contracting
Officer, but in all cases the slope surface shall be scarified, grooved,
' trenched, or punctured so as to provide pockets, ridges, or trenches in
which the seeding materials can lodge. On cut slopes that are either 2 :1
or steeper, the Contracting Officer may permit the preparation of a partial
or complete seedbed during the initial grading of the slope. If at the
' time of final seeding and mulching operations such initial preparation is
still in a condition acceptable to the Contracting Officer, additional
seedbed preparation may be reduced or eliminated. Seedbed preparation
within 2 feet of the edge of any pavement shall be limited to a depth of 50
' to 75 mm 12 to 3 inches) . The preparation of seedbeds shall not be done
when the soil is frozen, extremely wet, or when the Contracting Officer
determines that it is an otherwise unfavorable working condition.
3 .3 LIMESTONE AND FERTILIZER
' Limestone may be applied as a part of the seedbed preparation, provided it
is immediately worked into the soil. If not so applied, limestone and
fertilizer shall be distributed uniformly over the prepared seedbed and
' then harrowed, raked, or otherwise thoroughly worked into the seedbed.
Apply fertilizer at the rate of 0.27 kg per m2 (25 pounds per 1000 square
feet) . Apply lime at the rate of 0.43 kg per mZ (40 pounds per 1000 square
' feet) . Application equipment for liquid fertilizer, other than a hydraulic
seeder, shall be calibrated to ensure that the required .rate of fertilizer
is applied uniformly. .
' 3 .4 SEEDING
Seed shall be distributed uniformly over the seedbed at the rate of 0.02 kg
per m2 (2 pounds per 1000 square feet) . Seed shall be harrowed, dragged,
' raked, or otherwise worked so as to cover the seed with a layer of soil.
The depth of covering shall be 6 mm (1/4 inch) . when a hydraulic seeder is
used for application of seed and fertilizer, the seed shall not remain in
water containing fertilizer for more than 30 minutes prior to application
unless otherwise permitted by the Contracting Officer. Immediately after
seed has been. properly covered the seedbed shall be compacted in the manner
and degree approved by the Contracting Officer.
' 3 .5 MULCHING
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
All seeded areas shall be mulched. Grain straw or excelsior mat may be
used as mulch at any time of the year. Mulch shall be applied within 24
hours after completion of seeding unless otherwise permitted by the
Contracting Officer. Care shall be exercised to prevent displacement of
soil or seed or other damage to the seeded area during the mulching
operations. Mulch shall be uniformly spread by hand or by approved
' mechanical spreaders or blowers which will provide an acceptable
application. An acceptable application will be that which will allow some
sunlight to penetrate and air to circulate but also partially shade the
ground, reduce erosion, and conserve soil moisture. Mulch shall be held in
place by applying a sufficient amount of asphalt or other approved binding
material to assure that the mulch is properly held in place. The rate and
method of application of binding material shall meet the approval of the
Contracting Officer. Where the binding material is not applied directly
' with the mulch it shall be applied immediately following the mulch
application. During the application of binding material, adequate
precautions shall be taken to prevent damage to vehicles, structures,
guardrails, and devices. Areas where seeding and mulching have been
' performed shall be maintained in a satisfactory condition until final
acceptance of the project. Maintenance shall include mowing at the
location and times directed by the Contracting Officer. Areas of damage or
failure due to any cause shall be corrected by being repaired or by being
completely redone as may be directed by the Contracting Officer.
Excelsior matting shall be installed on all seeded slopes greater than 3 :1
(h:v) . Install the matting per the manufacturer's printed instructions.
3 .6 PLANTING
No planting shall be done when the temperature is below 0 degrees C (32
degrees F) . Exercise utmost care and use adequate precautions to prevent
injury of the plant.
The roots of balled and burlapped plants, if not immediately planted after
delivery, shall be adequately protected by a soil or sawdust covering that
is kept moist constantly in an acceptable manner appropriate to weather or
seasonal conditions.
Locations for plants and outlines for areas to be planted or reforested
shall be located and marked on the ground by the Contractor prior to
digging plant holes. Flags will not necessarily be needed for all plants
required by the contract, but shall be used on portions of the project
until plant locations approved.
' Shrubs and trees shall be pruned after planting as shown on the plans or as
directed by the Contracting Officer. Such pruning shall be in accordance
with the plans, generally accepted horticultural practices, and according
to shape, size, and condition of the individual plant.
- After the plant hole is dug, the walls and floor of the plant hole shall be
scarified. The plant shall then be placed in the prepared plant hole at
the proper position as regards to depth, alignment, final grade of the
surrounding ground level, and vertical placement of the trunk. This
position shall be maintained during all subsequent backfilling and watering
operations. The depth. to which plants are to be set shall be the same as
in the nursery or collection site unless otherwise directed.
After one-half to two-thirds of the backfilling and tamping has been
completed, and if the soil in the plant holes is not sufficiently moist it
shall be moistened with water. The quantity of water applied shall be such
' as to moisten all soil particles but shall not be an amount that will
saturate the .soil to the extent of excluding all air from around the roots.
After absorption of the water is sufficiently complete, the remainder of
the backfill shall be placed.
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' Water rings shall be constructed around all plants except reforestation
plants in accordance with details shown on the plans. A water ring shall
consist of a ridge of firmed soil in a ring around the plant and of a
' minimum inside diameter equal to the diameter of the plant hole. This
ridge shall be approximately 150 mm (6 inches) high and shall be compacted
firmly enough to hold water.
' Mulch the water ring area. The depth of mulch shall be approximately 100 mm
(4 inches) .
Water at the time of planting and at intervals required to maintain the
' plant in a healthy condition. Watering shall be done with gravity flow or
low pressure applicators which will not cause holes or washes around the
plant root system. The soil around each plant shall be thoroughly
saturated at each watering.
' Plants shall be staked or guyed. Care shall be taken to ensure that the
plant is attached and held rigid to the support in a manner that will
prevent chafing or other injury to the bark, and that will permit normal
development of the trunk or branch.
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' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
SECTION 03300
' CAST-IN-PLACE CONCRETE
09/99
t PART 1 GENERAL
1.1 REFERENCES
' The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M182 (1991) Burlap Cloth Made from Jute or Kenaf
' AMERICAN CONCRETE INSTITUTE (ACI)
ACI 117 (1990) Tolerances for Concrete
Construction and Materials
ACI 211.1 (1991) Selecting Proportions for Normal,
Heavyweight, and Mass Concrete
ACI 301 (1996) Structural Concrete
ACI 302 .1R (1996) Concrete Floor and Slab Construction
' ACI 304R (1989) Measuring, Mixing, Transporting,
and Placing Concrete
ACI 304.2R (1996) Placing Concrete by Pumping Methods -
ACI 305R (1991) Hot Weather Concreting
' ACI 306.1 (1990) Cold Weather Concreting
ACI 318/318M (1995) Building Code Requirements for
Structural Concrete
ACI 347R (1994) Formwork for Concrete
AMERICAN HARDBOARD ASSOCIATION (AHA)
' AHA A135.4 (1995) Basic Hardboard
AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
' ASTM A 82 (1997) Steel Wire, Plain, for Concrete
Reinforcement
ASTM A 185 (1997) Steel Welded Wire Fabric, Plain,
for Concrete Reinforcement
ASTM A 496 (1997) Steel Wire, Deformed, for Concrete
Reinforcement
' ASTM A 497 (1997) Steel Welded Wire Fabric, Deformed,
for Concrete Reinforcement
' ASTM A 615/A 615M (1996; Rev. A) Deformed and Plain
SECTION 03300 Page 1

' ARMORIES, MCB, CAMP LEJEUNE, NC 05999158
' Billet-Steel Bars for Concrete
Reinforcement
' ASTM C 31/C 31M (1996) Making and Curing Concrete Test
Specimens in the Field
ASTM C 33 (1997) Concrete Aggregates
ASTM C 39 (1996) Compressive Strength of Cylindrical
Concrete Specimens
' ASTM C 42 (1994) Obtaining and Testing Drilled Cores
and Sawed Beams of Concrete
ASTM C 94 (1997) Ready-Mixed Concrete
' ASTM C 143 (1990; Rev. A) Slump of Hydraulic Cement
Concrete
ASTM C 150 (1997) Portland Cement
ASTM C 171 (1997) Sheet Materials for Curing Concrete
' ASTM C 172 (1997) Sampling Freshly Mixed Concrete
ASTM C 173 (1994; Rev. A) Air Content of Freshly
Mixed Concrete by the Volumetric Method
' ASTM C 231 (1997) Air Content of Freshly Mixed
Concrete by the Pressure Method
' ASTM C 260 (1995) Air-Entraining Admixtures for
Concrete
ASTM C 309 (1997) Liquid Membrane-Forming Compounds
' for Curing Concrete
ASTM C 494 (1992) Chemical Admixtures for Concrete
' ASTM C 618 (1997) Coal Fly Ash and Raw or Calcined
Natural Pozzolan for Use as a Mineral
Admixture in Concrete
ASTM C 881 (1990) Epoxy-Resin-Base Bonding Systems
' for Concrete
ASTM C 920 (1995) Elastomeric Joint -Sealants
' ASTM C 989 (1997) Ground Granulated Blast-Furnace
Slag for Use in Concrete and Mortars
ASTM C 1107 (1997) Packaged Dry, Hydraulic-Cement
Grout (Nonshrink)
ASTMD 1190 (1996) Concrete Joint Sealer, Hot-Applied
Elastic Type
' ASTM D 1751 (1983; R 1991) Preformed Expansion Joint
Filler for Concrete Paving and Structural
Construction (Nonextruding and Resilient
' Bituminous Types)
ASTM D 1752 (1984; R 1996) Preformed Sponge Rubber and
Cork Expansion Joint Fillers for Concrete
' Paving and Structural Construction
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ASTM D 4397 (1996) Polyethylene sheeting for
Construction, Industrial, and Agricultural
' Applications
AMERICAN WELDING SOCIETY, INC. (AWS)
AWS D1.4 (1998) Structural Welding Code -
Reinforcing Steel
CORPS OF ENGINEERS (COE)
' COE CRD-C-572 (1974) Polyvinylchloride Waterstop
U.S. DEPARTMENT OF COMMERCE PRODUCT STANDARDS (PS)
' PS-1 (1995) Construction and Industrial Plywood
1.2 DEFINITIONS
a. "Cementitious material" as used herein shall include all Portland
cement, pozzolan, fly ash, and ground iron blast-furnace slag.
' b. "Exposed to public view" means situated so that it can be seen
from eye level from a public location after completion of the
building. A public location is accessible to persons not
responsible for operation or maintenance of the building.
' 1.3 SUBMITTALS
Submit the following in accordance with Section 01330, "Submittal
Procedures. "
SD-06 Test Reports
' Compressive strength tests; G A/E
SD-07 Certificates
Form removal schedule
' 1.4 MODIFICATION OF REFERENCES
Accomplish work in accordance with ACI publications except as modified
' herein. Consider the advisory or recommended provisions to be mandatory,
as though the word "shall" had been substituted for the words "should" or
"could" or "may, " wherever they appear. Interpret reference to the
"Building Official, " the "Structural Engineer, " and the
' "Architect/Engineer" to mean the Contracting Officer.
1.5 DELIVERY, STORAGE, AND HANDLING
' Do not deliver concrete until vapor barrier, forms, reinforcement, embedded
items, and chamfer strips are in place and ready for concrete placement_.
ACI 301 for job site storage of materials. Protect materials from
contaminants such as grease, oil, and dirt. Ensure materials can be
' accurately identified after bundles are broken and tags removed.
1.5.1 Reinforcement
' Store reinforcement of different sizes and shapes in separate piles or
racks raised above the ground. Protect from contaminants such as grease,
oil, and dirt. Ensure bar sizes can be accurately identified after bundles
are broken and tags removed.
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1.6 Quality Assurance
1.6.1 Control Submittals
' 1.6.1.1 Form Removal Schedule
Submit schedule for form removal indicating element and minimum length of
time for form removal.
1.6.2 Test Reports
' 1.6.2 .1 Concrete Mix Design
Submit copies of laboratory test reports showing that the mix has been
successfully tested to produce concrete with the properties specified and
' that mix will be suitable for the job conditions.
PART 2 PRODUCTS
' 2.1 MATERIALS FOR FORMS
Provide wood, plywood, or steel. Use plywood or steel forms where a smooth
form finish is required. Lumber shall be square edged or tongue-and-groove
' boards, free of raised grain, knotholes, or other surface defects.
Plywood: PS-1, B-B concrete form panels or better or AHA A135.4, hardboard
for smooth form lining. Steel form surfaces shall not contain
irregularities, dents, or sags.
' 2 .2 FORM TIES AND ACCESSORIES
The use of wire alone is prohibited. Form ties and accessories shall not
' reduce the effective cover of the reinforcement.
2.2 .1 Polyvinylchloride Waterstops
COE CRD-C-572,
2.2.2 Dovetail Anchor Slot
Preformed metal slot approximately 25 by 25 mm of not less than 22 gage
galvanized steel cast in concrete. Coordinate actual size and throat
opening with dovetail anchors and provide with removable filler material.
2.3 CONCRETE
' 2.3.1 Contractor-Furnished Mix Design
ACI 211.1, ACI 301, and ACI 318/318M except as otherwise specified. The
' compressive strength (f'c) of the concrete for each portion of the
structure(s) shall be as indicated and as specified below.
f'c ASTM C 33 Maximum
(Min. 28- Maximum Range Water-
Day Comp. Nominal of Cement Air
Strength) Aggregate Slump Ratio Entr.
Location (MPa) (size No. ) (mm) (by weight) (percent)
' Reinforced
grade beams
and
footings 20.7 67 or 57 25-75 .50 5-7
Beams and
reinforced
' walls 27.6 67 or 57 25-100 .50 5-7
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' f'c ASTM C 33 Maximum
(Min. 28- Maximum Range Water-
Day Comp. Nominal of Cement Air
Strength) Aggregate Slump Ratio Entr.
Location (MPa) (Size No. ) (mm) (by weight) (percent)
Building
columns 27.6 67 or 57 25-100 .50 5-7
Pavement and
exterior slabs 20.7 67 or 57 25-75 .4 5-7
Floor slabs 27.6 67 or 57 25-75 .5 5-7
Walks, curbs,
and gutters 20.7 67 or 57 25-75 .5 5-7
Drainage
' structures 20.7 67 or 57 25-75 .5 5-7
Maximum slump shown above may be increased 25 mm for methods of
' consolidation other than vibration. Slump may be increased to 200 mm when
superplasticizers are used. Provide air entrainment using air-entraining
admixture. Air entrainment shall be within plus or minus 1. 5 percent of
the valve specified.
' 2 .4 MATERIALS
2.4.1 Cement
' ASTM C 150, Type II blended cement except as modified herein. The blended
cement shall consist of a mixture_ of ASTM C 150, Type II, cement and one of
the following materials: ASTM C 618 pozzolan or fly ash, ASTM C 989 ground
' iron blast-furnace slag. The pozzolan or fly ash content shall not exceed
25 percent by weight of the total cementitious material. The ground iron
blast-furnace slag shall not exceed 50 percent by weight of total
cementitious material. For exposed concrete, use one manufacturer for each
type of cement, ground slag, fly ash, and pozzolan.
' 2.4.1.1 Fly Ash and Pozzolan
ASTM C 618, Type N, F, or C, except that the maximum allowable loss on
' ignition shall be 6 percent for Types N and F. Add with cement.
2.4.1.2 Ground Iron Blast-Furnace Slag
ASTM C 989, Grade 120.
2.4.2 Water
' Water shall be fresh, clean, and potable; free from injurious amounts of
oils, acids, alkalis, salts, organic materials, or other substances
deleterious to concrete.
' 2.4.3 Aggregates
ASTM C 33, except as modified herein. Furnish aggregates for exposed
concrete surfaces from one source. Aggregates shall not contain any
' substance which may be deleteriously reactive with the alkalies in the
cement.
2.4.4 Nonshrink Grout
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' ASTM C 1107.
2 .4.5 Admixtures
' ASTM C 494: Type A, water reducing; Type B, retarding; Type C,
accelerating; Type D, water-reducing and retarding; and Type E,
water-reducing and accelerating admixture. Do not use calcium chloride
admixtures.
2 .4.5.1 Air-Entraining
' ASTM C 260.
2.4.6 Vapor Barrier
' ASTM D 4397 polyethylene sheeting, minimum 0.15 mm thickness.
2.4.7 Materials for Curing Concrete
2 .4.7.1 impervious Sheeting
ASTM C 171; waterproof paper, clear or white polyethylene sheeting, or
polyethylene-coated burlap.
' 2 .4. 7.2 Pervious Sheeting
AASHTO M182.
' 2.4.7.3 Liquid Membrane-Forming Compound
ASTM C 309, white-pigmented, Type 2, Class B.
' 2.4.8 Liquid Chemical Sealer-Hardener Compound
Compound shall be magnesium fluosilicate which when mixed with water seals
and hardens the surface of the concrete. Do not use on exterior slabs
exposed to freezing conditions. Compound shall not reduce the adhesion of
resilient flooring, tile, paint, roofing, waterproofing, or other material
applied to concrete.
' 2.4.9 Expansion/Contraction Joint Filler
ASTM D 1751 or ASTM D 1752, 13 mm thick, unless otherwise indicated.
' 2.4.10 Joint Sealants
2.4.10.1 Horizontal Surfaces, 3 Percent Slope, Maximum
ASTM D 1190 or ASTM C 920, Type M, Class 25, Use T.
2.4.10.2 Vertical Surfaces Greater Than 3 Percent Slope
' ASTM C 920, Type M, Grade NS, Class 25, Use T.
2.4.11 Epoxy Bonding Compound
ASTM C 881. Provide Type I for bonding hardened concrete to hardened
concrete; Type II for bonding freshly mixed concrete to hardened concrete;
and Type III as a binder in epoxy mortar or concrete, or for use in bonding
skid-resistant materials to hardened concrete. Provide Grade 1 or 2 for
' horizontal surfaces and Grade 3 for vertical surfaces. Provide Class A if
placement temperature is below 4 degrees C; Class B if placement
temperature is between 4 and 16 degrees C; or Class C if placement
temperature is above 16 degrees C.
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' 2 .4 .12 Biodegradable Form Release Agent
Form release agent shall be biodegradable with a maximum of 350 grams/liter
' (g/1) volatile organic compounds (VOCs) . Product shall not bond with,
stain, or adversely affect concrete surfaces and shall not impair
subsequent treatments of concrete surfaces. The form release agent shall
not contain diesel fuel, petroleum-based lubricating oils, waxes, or
kerosene.
2 .5 REINFORCEMENT
Bars, fabrics, connectors, and chairs shall be galvanized.
2.5.1 Reinforcing Bars
ACI 301 unless otherwise specified. ASTM A 615/A 615M, Grade 420 .
2.5.2 Mechanical Reinforcing Bar Connectors
ACI 301. Provide 125 percent minimum yield strength of the reinforcement
bar.
2.5.3 Welded Wire Fabric
' ASTM A 185 or ASTM A 497. Provide flat sheets of welded wire fabric for
slabs and toppings.
' 2.5.4 Wire
ASTM A 82 or ASTM A 496.
2.5.5 Reinforcing Bar Supports
Provide bar ties and supports of coated or non corrodible material.
PART 3 EXECUTION
3.1 FORMS
ACI 301. Provide forms, shoring, and scaffolding for concrete placement.
' Set forms mortar-tight and true to line and grade. Chamfer above grade
exposed joints, edges, and external corners of concrete 20 mm unless
otherwise indicated. Provide formwork with clean-out openings to permit
inspection and removal of debris. Forms submerged in water shall be
' watertight.
3 .1.1 Coating
' Before concrete placement, coat the contact surfaces of forms with a
nonstaining mineral oil, nonstaining form coating compound, or two coats of
nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to
which adhesive, paint, or other finish material is to be applied.
' 3.1.2 Removal of Forms and Supports
After placing concrete, forms shall remain in place for the time periods
' specified in ACI 347R. Prevent concrete damage during form removal.
3 .1.2.1 Special Requirements for Reduced Time Period
' Forms may be removed earlier than specified if ASTM C 39 test results of
field-cured samples from a representative portion of the structure indicate
that the concrete has reached a minimum of 85 percent of the design
strength.
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' 3 .1.3 Reshoring
Reshore concrete elements where forms are removed prior to the specified
time period. Do not permit elements to deflect or accept loads during form -
stripping or reshoring. Forms on columns, walls, or other load-bearing
members may be stripped after 2 days if loads are not applied to the
members. After forms are removed, slabs and beams over 3000 mm in span and
cantilevers over 1200 mm shall be reshored for the remainder of the
specified time period in accordance with paragraph entitled "Removal of
Forms. " Perform reshoring operations to prevent subjecting concrete
members to overloads, eccentric loading, or reverse bending. Reshoring
elements shall have the same load-carrying capabilities as original shoring
and shall be spaced similar to original shoring. Firmly secure and brace
reshoring elements to provide solid bearing and support.
' 3.2 Waterstop Splices
Fusion weld in the field.
' 3 .3 Formed Surfaces
3 .3 .1 Tolerances
' ACI 347R and as indicated.
3 .3 .2 As-Cast Form
' Provide form facing material producing a smooth, hard, uniform texture on
the concrete. Arrange facing material in an orderly and symmetrical manner
and keep seams to a practical minimum. Support forms as necessary to meet
required tolerances. Material with raised grain, torn surfaces, worn
edges, patches, dents, or other defects which will impair the texture of
' the concrete surface shall not be used.
3.4 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS
ACI 301. Provide bars, wire fabric, wire ties, supports, and other devices
necessary to install and secure reinforcement. Reinforcement shall not
have rust, scale, oil, grease, clay, or foreign substances that would
reduce the bond. Rusting of reinforcement is a basis of rejection if the
effective cross-sectional area or the nominal weight per unit length has
been reduced. Remove loose rust prior to placing steel. Tack welding is
prohibited.
' 3 .4 .1 Vapor Barrier
Provide beneath the on-grade concrete floor slab. Use the greatest widths
and lengths practicable to eliminate joints wherever possible. Lap joints
' a minimum of 300 mm. Remove torn, punctured, or damaged vapor barrier
material and provide with new vapor barrier prior to placing concrete.
Concrete placement shall not damage vapor barrier material.
' 3 .4.2 Reinforcement Supports
Place reinforcement and secure with galvanized or non corrodible chairs,
spacers, or metal hangers. For supporting reinforcement on the ground, use
' concrete or other non corrodible material, having a compressive strength
equal to or greater than the concrete being placed.
3.4.3 splicing
' As indicated. For splices not indicated ACI 301. Do not splice at points
of maximum stress. Overlap welded wire fabric the spacing of the cross
wires, plus 50 mm. AWS D1.4. Welded splices shall be approved prior to
use.
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3.4 .4 Future Bonding
Plug exposed, threaded, mechanical reinforcement bar connectors with a
greased bolt. Bolt threads shall match the connector. Countersink the
connector in the concrete. Calk the depression after the bolt is installed.
3 .4. 5 Cover
ACI 301 for minimum coverage, unless otherwise indicated.
3.4.6 setting Miscellaneous Material
Place and secure anchors and bolts, pipe sleeves, conduits, and other such
items in position before concrete placement. Plumb anchor bolts and check
' location and elevation. Temporarily fill voids in sleeves with readily
removable material to prevent the entry of concrete.
3.4.7 Construction Joints
' Locate joints to least impair strength. Continue reinforcement across
joints unless otherwise indicated.
' 3.4.8 Expansion Joints and Contraction Joints
Provide expansion joint at edges of interior floor slabs on grade abutting
vertical surfaces, and as indicated. Make expansion joints 13 mm wide
unless indicated otherwise. Fill expansion joints not exposed to weather
with preformed joint filler material. Completely fill joints exposed to
weather with joint filler material and joint sealant. Do not extend
reinforcement or other embedded metal items bonded to the concrete through
any expansion joint unless an expansion sleeve is used. Provide
' contraction joints, either formed or saw cut or cut with a jointing tool,
to the indicated depth after the surface has been finished. Sawed joints
shall be completes within 4 to 12 hours after concrete placement. Protect
joints from intrusion of foreign matter.
3.5 BATCBING, MEASURING, MIXING, AND TRANSPORTING CONCRETE
ASTM C 94, ACI 301, ACI 302.1R, and ACI 304R, except as modified herein.
' Batching equipment shall be such that the concrete ingredients are
consistently measured within the following tolerances: 1 percent for cement
and water, 2 percent for aggregate, and 3 percent for admixtures. Furnish
mandatory batch ticket information for each load of ready mix concrete.
' 3.5.1 Measuring
Make measurements at intervals as specified in paragraphs entitled
' "Sampling" and "Testing. "
3.5.2 Mixing
' ASTM C 94 and ACI 301. Machine mix concrete. Begin mixing within 30
minutes after the cement has been added to the aggregates. Place concrete
within 90 minutes of either addition of mixing water to cement and
aggregates or addition of cement to aggregates if the air temperature is
' less than 29 degrees C. Reduce mixing time and place concrete within 60
minutes if the air temperature is greater than 29 degrees C except as
follows: if set retarding admixture is used and slump requirements can be
met, limit for placing concrete may remain at 90 minutes. Additional water
' may be added, provided that both the specified maximum slump and
water-cement ratio are not exceeded. when additional water is added, an
additional 30 revolutions of the mixer at mixing speed is required. If the
entrained air content falls below the specified limit, add a sufficient
' quantity of admixture to bring the entrained air content within the
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specified limits. Dissolve admixtures in the mixing water and mix in the
drum to uniformly distribute the admixture throughout the batch.
' 3 .5.3 Transporting
Transport concrete from the mixer to the forms as rapidly as practicable.
Prevent segregation or loss of ingredients. Clean transporting equipment
thoroughly before each batch. Do not use aluminum pipe or chutes . Remove
concrete which has segregated in transporting and dispose of as directed.
3 .6 PLACING CONCRETE
' Place concrete as soon as practicable after the forms and the reinforcement
have been inspected and approved. Do not place concrete when weather
conditions prevent proper placement and consolidation; in uncovered areas
' during periods of precipitation; or in standing water. Prior to placing
concrete, remove dirt, construction debris, water, snow, and ice from
within the forms. Deposit concrete as close as practicable to the final
position in the forms. Do not exceed a free vertical drop of 1 m from the
' point of discharge. Place concrete in one continuous operation from one
end of the structure towards the other. Position grade stakes on 3 m
centers maximum in each direction when pouring interior slabs and on 6 m
centers maximum for exterior slabs.
3.6. 1 Footing Placement
Concrete for footings may be placed in excavations without forms upon
' inspection and approval by the Contracting officer. Excavation width shall
be a minimum of 100 mm greater than indicated.
3.6.2 Vibration
ACI 301. Furnish a spare vibrator on the job site whenever concrete is
placed. Consolidate concrete slabs greater than 100 mm in depth with high
frequency, internal, mechanical vibrating equipment supplemented by hand
spading and tamping. Consolidate concrete slabs 100 mm or less in depth by
' wood tampers, spading, and settling with a heavy leveling straightedge.
Operate vibrators with vibratory element submerged in the concrete, with a
minimum frequency of not less than 6000 impulses per minute when submerged.
Do not use vibrators to transport the concrete in the forms. Insert and
' withdraw vibrators approximately 500 mm apart. Penetrate the previously
placed lift with the vibrator when more than one lift is required. Place
concrete in 500 mm maximum vertical lifts. External vibrators shall be
used on the exterior surface of the forms when internal vibrators do not
' provide adequate consolidation of the concrete.
3.6.3 Pumping
' ACI 304R and ACI 304.2R. Pumping shall not result in separation or loss of
materials nor cause interruptions sufficient to permit loss of plasticity
between successive increments. Loss of slump in pumping equipment shall
not exceed 50 mm. Concrete shall not be conveyed through pipe made of
aluminum or aluminum alloy. Rapid changes in pipe sizes shall be avoided.
Maximum size of course aggregate shall be limited to 33 percent of the
diameter of the pipe. Maximum size of well rounded aggregate shall be
limited to 40 percent of the pipe diameter. Samples for testing shall be
' taken at both the point of delivery to the pump and at the discharge end.
3.6.4 Cold Weather
ACI 306.1. Do not allow concrete temperature to decrease below 10 degrees C
Obtain approval prior to placing concrete when the ambient temperature is
below 4 degrees C or when concrete is likely to be subjected to freezing
temperatures within 24 hours. Cover concrete and provide sufficient heat
' to maintain 10 degrees C minimum adjacent to both the formwork and the
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' structure while curing. Limit the rate of cooling to 3 degrees C in any 1
hour and 10 degrees C per 24 hours after heat application.
' 3 .6 .5 Hot Weather
ACI 305R. Maintain required concrete temperature using Figure 2 .1. 5 in ACI
305R to prevent the evaporation rate from exceeding 1 kg per square meter
of exposed concrete per hour. Cool ingredients before mixing or use other
suitable means to control concrete temperature and prevent rapid drying of
newly placed concrete. Shade the fresh concrete as soon as possible after
placing. Start curing when the surface of the fresh concrete is
' sufficiently hard to permit curing without damage. Provide water hoses,
pipes, spraying equipment, and water hauling equipment, where job site is
remote to water source, to maintain a moist concrete surface throughout the
curing period. Provide burlap cover or other suitable, permeable material
' with fog spray or continuous wetting of the concrete when weather
conditions prevent the use of either liquid membrane curing compound or
impervious sheets. For vertical surfaces, protect forms from direct
sunlight and add water to top of structure once concrete is set.
3 . 7 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES
3 . 7 .1 Defects
' Repair formed surfaces by removing minor honeycombs, pits greater than 600
square mm surface area or 6 mmmaximum depth, or otherwise defective areas.
Provide edges perpendicular to the surface and patch with nonshrink grout.
Patch tie holes and defects when the forms are removed. Concrete with
extensive honeycomb including exposed steel reinforcement, cold joints,
entrapped debris, separated aggregate, or other defects which affect the
serviceability or structural strength will be rejected, unless correction
of defects is approved. obtain approval of corrective action prior to
repair. The surface of the concrete shall not vary more than the allowable
tolerances of ACI 347R. Exposed surfaces shall be uniform in appearance
and finished to a-smooth form finish unless otherwise specified.
3 .7.2 Not Against Forms (Top of Walls)
Surfaces not otherwise specified shall be finished with wood floats to even
surfaces. Finish shall match adjacent finishes.
' 3 . 7.3 Formed Surfaces
3 .7.3.1 Tolerances
' ACI 117 and as indicated.
3 .7.3.2 As-Cast Rough Form
Provide for surfaces not exposed to public view. Patch this holes and
defects and level abrupt irregularities. Remove or rub off fins and other-
projections exceeding 6 mm in height.
3.7.3.3 Smooth Form Finish
Provide smooth form finish in accordance with ACI 301 for areas indicated.
' 3.7.4 Smooth Rubbed Finish
Provide concrete with a smooth rubbed finish as follows:
' a. Interior Exposed to View Walls: Smooth rubbed finish shall be
produced on newly hardened concrete no later than the day
following form removal. Surfaces shall be wetted and rubbed with
carborundum brick or other abrasive until uniform color and
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' texture are produced. No cement grout shall be used other than
the cement paste drawn from the concrete itself by the rubbing
process.
3 .8 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION
ACI 302 . 1R, unless otherwise specified. Slope floors uniformly to drains
' where drains are provided. Depress the concrete base slab where quarry
tile or ceramic tile are indicated. Steel trowel and fine-broom finish
concrete slabs that are to receive quarry tile, ceramic tile, or paver
tile. Where straightedge measurements are specified, Contractor shall
' provide straightedge.
3 .8.1 Finish
' Place, consolidate, and immediately strike off concrete to obtain proper
contour, grade, and elevation before bleedwater appears. Permit concrete
to attain a set sufficient for floating and supporting the weight of the
finisher and equipment. If bleedwater is present prior to floating the
' surface, drag the excess water off or remove by absorption with porous
materials. Do not use dry cement to absorb bleedwater.
3 . 8.1.1 Floated
' Use for surfaces to receive roofing, waterproofing membranes, and exterior
slabs where not otherwise specified. After the concrete has been placed,
consolidated, struck off, and leveled, do not work the concrete further,
until ready for floating. Whether floating with a wood, magnesium, or
composite hand float, with a bladed power trowel equipped with float shoes,
or with a powered disc, float shall begin when the surface has stiffened
sufficiently to permit the operation. During or after the first floating,
surface shall be checked with a 3 meter straightedge applied at no less
than two different angles, one of which is perpendicular to the direction
of strike off. High spots shall be cut down and low spots filled during
this procedure to produce a surface level within 6 mm in 3 m.
' 3 .8.1.2 Steel Troweled
Use for floors intended as walking surfaces and for reception of floor
coverings. First, provide a floated finish. The finish shall next be
' power troweled two times, and finally hand troweled. The first troweling
after floating shall produce a smooth surface which is relatively free of
defects but which may still show some trowel marks. Additional trowelings
shall be done by hand after the surface has hardened sufficiently. The
' final troweling shall be done when a ringing sound is produced as the
trowel is moved over the surface. The surface shall be thoroughly
consolidated by the hand troweling operations. The finished surface shall
be essentially free of trowel marks and uniform in texture and appearance.
' The finished surface shall produce a surface level to within 6 mm in 3 m.
On surfaces intended to support floor coverings, any defects of sufficient
magnitude to show through the floor covering shall be removed by grinding.
3 .8.1.3 Nonslip Finish
' Use on surfaces of exterior platforms, steps, and landings; and on exterior
and interior pedestrian ramps. Apply dry shake aggregate of ceramically
' bonded aluminum oxide to the surface at a minimum rate of 1.2 kg per square
M. Blend approximately two-thirds of the aggregate with Portland cement as
recommended by the manufacturer and apply to the surface evenly and without
segregation. After blended material has been embedded by floating, apply
' the remainder of the blended material to the surface at right angles to the
previous application. Apply blended material heavier in any areas not
sufficiently covered by the first application. Perform a second floating
immediately following the first. After the selected material has been
embedded by the two floatings, complete the operation with a troweled
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finish.
3.8 .1.4 Broomed
' Use on surfaces of exterior walks, platforms, patios, and ramps, unless
otherwise indicated. Perform a floated finish, then draw a broom or burlap
belt across the surface to produce a coarse scored texture. Permit surface
' to harden sufficiently to retain the scoring or ridges. Broom transverse
to traffic or at right angles to the slope of the slab.
3.8.1.5 Pavement
Screed the concrete with a template advanced with a combined longitudinal
and crosswise motion. Maintain a slight surplus of concrete ahead of the
template. After screeding, float the concrete longitudinally. Use a
' straightedge to check slope and flatness; correct and refloat as necessary.
Obtain final finish by a burlap drag. Drag a strip of clean, wet burlap
from 900 to 3000 mm wide and 600 mm longer than the pavement width across
the slab. Produce a fine, granular, sandy textured surface without
' disfiguring marks. Round edges and joints with an edger having a radius of
3 mm.
3.8.2 Concrete walks
' Provide 100 mm thick minimum. Provide contraction joints spaced every 1500
lineal mm unless otherwise indicated. Cut contraction joints 25 mm deep
with a jointing tool after the surface has been finished. Provide 13 mm
thick transverse expansion joints at changes in direction where sidewalk
' abuts curb, steps, rigid pavement, or other similar structures; space
expansion joints every 15 m maximum. Give walks a broomed finish. Unless
indicated otherwise, provide a transverse slope of 1/48. Limit variation
in cross section to 6 mm in 1500 mm.
' 3.8.3 Pits and Trenches
Place bottoms and walls monolithically or provide waterstops and keys.
' 3.8.4 Curbs and Gutters
Provide contraction joints spaced every 3 m maximum unless otherwise
indicated. Cut contraction joints 20 mm deep with a jointing tool after
the surface has been finished. Provide expansion joints 13 mm thick and
spaced every 30 mm maximum unless otherwise indicated. Perform pavement
finish.
' 3.9 CURING AND PROTECTION
ACI 301 unless otherwise specified. Begin curing immediately following
form removal. Avoid damage to concrete from vibration created by blasting,
pile driving, movement of equipment in the vicinity, disturbance of
formwork or protruding reinforcement, and any other activity resulting in
ground vibrations. Protect concrete from injurious action by sun, rain,
flowing water, frost, mechanical injury, tire marks, and oil stains. Do
not allow concrete to dry out from time of placement until the expiration
of the specified curing period. Do not use membrane-forming compound on
surfaces where appearance would be objectionable, on any surface to be
' painted, where coverings are to be bonded to the concrete, or on concrete
to which other concrete is to be bonded. If forms are removed prior to the
expiration of the curing period, provide another curing procedure specified
herein for the remaining portion of the curing period. Provide moist
' curing for those areas receiving liquid chemical sealer-hardener or epoxy
coating.
3.9.1 Moist Curing
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' Remove water without erosion or damage to the structure.
3 . 9.1. 1 Ponding or Immersion
' Continually immerse the concrete throughout the curing period. Water shall
not be more than 10 degrees C less than the temperature of the concrete.
For temperatures between 4 and 10 degrees C, increase the curing period by
50 percent.
3 .9.1.2 Fog Spraying or Sprinkling
Apply water uniformly and continuously throughout the curing period. For
temperatures between 4 and 10 degrees C, increase the curing period by 50
percent.
' 3 .9.1.3 Pervious Sheeting
Completely cover surface and edges of the concrete with two thicknesses of
wet sheeting. Overlap sheeting 150 mm over adjacent sheeting. Sheeting
shall be at least as long as the width of the surface to be cured. During
application, do not drag the sheeting over the finished concrete nor over
sheeting already placed. Wet sheeting thoroughly and keep continuously wet
throughout the curing period.
' 3 .9.1.4 Impervious Sheeting
Wet the entire exposed surface of the concrete thoroughly with a fine spray
of water and cover with impervious sheeting throughout the curing period.
' Lay sheeting directly on the concrete surface and overlap edges 300 mm
minimum. Provide sheeting not less than 450 mm wider than the concrete
surface to be cured. Secure edges and transverse laps to form closed
joints. Repair torn or damaged sheeting or provide new sheeting. Cover or
' wrap columns, walls, and other vertical structural elements from the top
down with impervious sheeting; overlap and continuously tape sheeting
joints; and introduce sufficient water to soak the entire surface prior to
completely enclosing.
' 3.9.2 Liquid Membrane-Forming Curing Compound
Seal or cover joint openings prior to application of curing compound.
' Prevent curing compound from entering the joint. Apply in accordance with
the recommendations of the manufacturer immediately after any water sheen
which may develop after finishing has disappeared from the concrete
surface. Provide and maintain compound on the concrete surface throughout
the curing period. Do not use this method of curing where the use of
Figure 2.1.5 in ACI 305R indicates that hot weather conditions will cause
an evaporation rate exceeding one kg pf water per square meter per hour.
3.9.2.1 Application
Unless the manufacturer recommends otherwise, apply compound immediately
after the surface loses its water sheen and has a dull appearance, and
' before joints are sawed. Mechanically agitate curing compound thoroughly
during use. Use approved power-spraying equipment to uniformly apply two
coats of compound in a continuous operation. The total coverage for the
two coats shall be 5 square meters maximum per L of undiluted compound
unless otherwise recommended by the manufacturer's written instructions.
The compound shall form a uniform, continuous, coherent film that will not
check, crack, or peel. Immediately apply an additional coat of compound to
areas where the film is defective. Re-spray concrete surfaces subjected to
' rainfall within 3 hours after the curing compound application.
3 .9.2.2 Protection of Treated Surfaces
' Prohibit pedestrian and vehicular traffic and other sources of abrasion at
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' least 72 hours after compound application. Maintain continuity of the
coating for the entire curing period and immediately repair any damage.
' 3 . 9.3 Liquid Chemical Sealer-Hardener
Apply sealer-hardener to interior floors not receiving floor covering and
floors located under access flooring. Apply the sealer-hardener in
' accordance with manufacturer's recommendations. Seal or cover joints and
openings in which joint sealant is to be applied as required by the joint
sealant manufacturer. The sealer-hardener shall not be applied until the
concrete has been moist cured and has aged for a minimum of 30 days. Apply
a minimum of two coats of sealer-hardener.
' 3. 9.4 Curing Periods
ACI 301 except 10 days for retaining walls, pavement or chimneys, 21 days
' for concrete that will be in full-time or intermittent contact with
seawater, salt spray, alkali soil or waters. Begin curing immediately
after placement. Protect concrete from premature drying, excessively hot
temperatures, and mechanical injury; and maintain minimal moisture loss at
' a relatively constant temperature for the period necessary for hydration of
the cement and hardening of the concrete. The materials and methods of
curing shall be subject to approval by the Contracting Officer.
3 . 9.5 Requirements for Type III, High-Early-Strength Portland Cement
The curing periods shall be not less than one-fourth of those specified for
Portland cement, but in no case less than 72 hours.
' 3 . 10 FIELD QUALITY CONTROL
3 . 10.1 Sampling
' ASTM C 172. Collect samples of fresh concrete to perform tests specified.
ASTM C 31/C 31M for making test specimens.
' 3 . 10.2 Testing
3 . 10.2.1 Slump Tests
' ASTM C 143 . Take concrete samples during concrete placement. The maximum
slump may be increased as specified with the addition of an approved
admixture provided that the water-cement ratio is not exceeded. Perform
tests at commencement of concrete placement, when test cylinders are made,
t and for each batch (minimum) or every 16 cubic meters (maximum) of concrete.
3.10.2.2 Temperature Tests
' Test the concrete delivered and the concrete in the forms. Perform tests
in hot or cold weather conditions (below 10 degrees C and above 27 degrees C
) for each batch (minimum) or every 16 cubic meters (maximum) of concrete,
until the specified temperature is obtained, and whenever test cylinders
and slump tests are made.
3 .10.2.3 Compressive Strength Tests
ASTM C 39. Make five test cylinders for each set of tests in accordance
with ASTM C 31/C 31M. Precautions shall be taken to prevent evaporation
and loss of water from the specimen. Test two cylinders at 7 days, two
cylinders at 28 days, and hold one cylinder in reserve. Samples for
' strength tests of each mix design of concrete placed each day shall be
taken not less than once a day, nor less than once for each 120 cubic meters
of concrete, nor less than once for each 500 square meters of surface area
for slabs or walls. For the entire project, take no less than five sets of
' samples and perform strength tests for each mix design of concrete placed.
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Each strength test result shall be the average of two cylinders from the
same concrete sample tested at 28 days. If the average of any three
consecutive strength test results is less than f'c or if any strength test
result falls below f'c by more than 3 MPa, take a minimum of three _-_STM C 42
core samples from the in-place work represented by the low test cv inder
results and test. Concrete represented by core test shall be considered
structurally adequate if the average of three cores is equal to at least 85
percent of f'c and if no single core is less than 75 percent of f ' c.
' Locations represented by erratic core strengths shall be retested. Remove
concrete not meeting strength criteria and provide new acceptable concrete.
Repair core holes with nonshrink grout. Match color and finish of
adjacent concrete.
1 3.10.2.4 Air Content
ASTM C 173 or ASTM C 231 for normal weight concrete. Test air-entrained
concrete for air content at the same frequency as specified for slump tests.
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