20060112 Ver 1_SW Management Plan_20060602

D c L,'C?-o 2006 o 112-

DEPARTMENT OF THE ARMY
U.S. ARMY ENGINEER DISTRICT, LOUISVILLE
CORPS OF ENGINEERS
P.O. BOX 59
LOUISVILLE, KENTUCKY 40201-0059
http://www.1d.usace.anny.mil
CELRL-ED-T
1 June 2006
MEMORANDUM FOR NCDENR, Division of Water Quality
SUBJECT: Stonnwater Management Plan
Raleigh U.S. Army Reserve Center
1. Attached is the Stonnwater Management Plan for the Raleigh U.S. Anny Reserve
Center (USARC) project, with completed the Stonnwater Management Permit
Application Form. This document is submitted for review and approval. Attached to the
permit application is a memo regarding decd restrictions on federal property, the
bioretention areas and grassed swales O&M agreement, and the applicable Supplement
Forms for each BMP. A clieck for the required fee ($420) is also enclosed.
2. If there are any questions regarding this submittal, do not hesitate to call me at (502)
315-6434.
Sincerely, p
Stephen C. Thibaudeau, P.E.
Civil Engineer
Attachments
Vol,
a 2006
SUN 2
8p Oslo'-!m%RR sac"
wE

OFFICE USE ONLY
Date Received Fee Paid Permit Number
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. Army Corps of Engineers, Louisville District
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Stephen C. Thibaudeau, Civil Engineer
3. Mailing Address for person listed in item 2 above:
P.O. Box 59
City: Louisville
Telephone Number: ( 502 ) 315-6434
State: KY Zip: 40242
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Raleigh U.S. Army Reserve Center (USARC)
5. Location of Project (street address):
3677 NC 55 HWY
City: Cary County: Wake
6. Directions to project (from nearest major intersection):
From US 64W take the NC-55 ramp toward Apex/Durham. Turn right onto NC-55 and follow for approx. 4 miles.
Site will be on the left, approx. 0.6 miles past Green Hope School Road (SR 1621).
7. Latitude: 35.810838 degrees N Longitude: 78.872926 degrees W of project
8. Contact person who can answer questions about the project:
Name: Stephen C. Thibaudeau Telephone Number: ( 502 ) 315-6434
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New
Fonn SWU-101 Version 3.99 Page 1 of4
Renewal Modification
L%
JUN 2 2006
DENR - NVATER
14t QUALITY
" 11ArJD5/?,D srcRhft"TER BRAZI
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density Redevelop X General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control X 404/401 Permit X 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 .
The site has been designed to direct surface runoff from developed areas into bioretention areas. The bioretention
areas will be vegetated with native species and be pleasing aesthetically, while addressing the stormwater runoff quality.
Stormwater will reach these areas by surface runoff through grassed areas, or through sodded ditches.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 18.27 acres 4. Project Built Upon Area: 29.1 %
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.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Panther Creek
Receiving Stream Class Class WSIII
Drainage Area 18.27
Existing Impervious* Area 0 acres
Proposed Impervious*Area 5.31 acres
Impervious* Area (total) 29.1 %
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings 1.0 acres
On-site Streets 1.48 acres
On-site Parking 2.7 acres
On-site Sidewalks 0.13 acres
Other on-site
Off-site
Total: 5.31 acres Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of4
How was the off-site impervious area listed above derived?.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS ''Please see attached correspondence regarding
deed restrictions on federal government property"
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 stornnvater management permit number
as issued by the Division of Water Quality. These covenants tnay 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 swinuning pools.
3. Stvales 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 storm water management permit modification prior to
construction.
5. All permitted runolffrom outparcels or future development shall be directed into the permitted stortmwater control
system. These connections to the stormwater control system shall be perfortned 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 theta, 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.
"Please see attached correspondence regarding
deed restrictions on federal government property"
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement forin(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Fornt 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.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stonnwater Management Permit Application Form c_ r-
• 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: -1-
- 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):.
Mailing Address:
City:_
Phone:
VIII. APPLICANT'S CERTIFICATION
State: Zip:
Fax: ( )
I, (print or type name of person listed in General Information, item 2) Stephen C. Thibaudeau
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: / t ??- ?ml_
Form SWU-101 Version 3.99 Page 4 of 4
_4T
i
CI?Sr1S-R1;-IZI'
DEPARTMENT OF THE ARMY
SAVANNAH DISTRICT, CORPS OF ENGINEER3
P.O. BOX C81
SAVANNAH, GEORGIA 31402 -033 03,92
02 May 2006
M11MOIZANDUM FOR C'O,IWMANDFIZ, U. S. ARMY FNGINI:I-R DISTIZIC(,
I,Ol1ISVILLI:, ?1'I??I?N: CI;I,KL-l;D=f-C (Stcplten'I?hibau(feau)
SUBJECI*: Ralcigh USARC, Military Construction 1'1-0icct - Wake County, North Carolina,
• Deed Notification"
1- Ite?crence is made to a request to complete the li\rnt, "Compliance with Wctland &' Butter
Regulati01lS" that is included in the application packa-c fir the Section 401 Water Quality
Certification Permit tiTr Government owned lands in Wakc County, North Carolina.
2. ;\Itcr CUn-LIltatiOlI N?'ith our legal counsel, it has been determined that the Savannah District
Chief; Rcal !'state (toes not. have the authority to place deed restrictions on Government owned
lands. The attached nicntorandum (fated March 2, 2001, from the Oftice ofthe Under Secretary
of Defense. "Guidance on Land Use Control ALrecments with Environmental Regulatory
Agencies- states that the Federal (;mcrnntcnt cannot obligate itself to fiittirc land use Controls
over real property that will have the effect of creating, disposing or altering any real property
ri??hts.1{t)nl) is not authorized to create a use restriction for recordatio?r..=l)ccd recordation by
DuD of•;t use restriction is creating, disposing or altcrin, a real property interest on Federal
property that is prohibited by Federal property law, regulations, and policy.
3. Any furthcr questions in this matter should be directed to the IZeal Estate Technical `fanagcr,
Belinda Estabrook at [phone].
l.:nclosu?e .101 IN IZ. '1'1 I01MAS
Acting Chief. Regional iManagcntent Branch
Kcal Estate Division
Guidance on Land Use Control Agrcenicnts with Environmental Regulatory Agencies (2 ... Page 1 of c)
col 0ITICE F T I IIE UNDER SECRETARY
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1 o DI:rENSE
f {t; , ." 3000 DEFENSE PEWIACON
1VAS11ING'1'ON DC 20301 3000
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,AC QUItiITION AN1) 2 2001
TP.CiiNOLOG March
DUSD ( FS XL)
NiI NIOR:\NUI)NI FOR \SSIS'I'/\N'I' SI:CRI:I'i\RY OF "I'I IF \R,INI
------------------------------- (INSTALLATIONS AND ENVIRON,NiF'Nf)
- ------------ ----------- ?\SS1S'fi\N1' SI;CItf:"fi\ItY OFTI IF' NAVY
------------------------------ (INSTALLATIONS AND ENVIRONNIi NIT)
- - - ------------------- \SSIS'f:\N"f SI;CItI:'I'?1ltY OF "I [ IF AIR i ORCi:
---------------------------- (NiANPO\1'l:lt, itI:sl:izvl; AFFAIRS,
-------------------------- --INSTALLA FIONS AND L'NV[RONNtI:N'I )
--------------------------DIRECTOR, DI;FGNSI; LOGISTICS AGL:NCY (D)
St JBJEC1': GUidanee o?i Land Use Control Agreements with I'll vironmCIIIA Regulatory
:A> cnCies
;\ttachcd is the template, referenced in the January 17, 2001, i)ol) "Police on land Use
Controls Associated with Flivironnicrital Restoration Activities," that shall be used when
drafting a voluntary agrecincnt for the implcnientation of land use controls (I.(JCs) at Dol)
instaIlilt ions. As stated in the DoD LUC policy, there is no legal or regulatory requirerticnt
for these aL?reenients; they arc voluntary :uui arc intended to improve the visibility and
viability of LUCs at an installation.
'these voluntary a-?rcenicnts N011 environmental rcgulatory a-cncics should only be
developed in exceptional cases to facilitate the use of LLJC's at a specific installation
(horn ally active installations only) for property under the control of the Component, and are
primarily a description of the parties' specific responsibilities within the existing framework
of laws and regulations regardin?(I land use controls. 'I'hcy are not cnl'orccablc regulatory
documents, nor are they to be an enforceable term or condition of an environmental
restoration decision document or intcragcncy agreement.
Components may elect to adopt a I-.UC management strategy at installations consistent with
the principles stated in this "uidancc without necessarily entering into an agreement xvith
regulatory agencies. An agrccnient is normally cf-tcctcd throtioll a memorandum of
al,reenient (N10:\) or memorandum ofundcrstanding (NIOU). Generally, N10Us memorialize
agi-Ccincnts and NIOAS additionally eontcniplatc a reinilnu-sable support requirement.
This guidance provides flexibility to Components to develop tailored installation agreements
that are consistent with DoD policy. As stated in the Dol) LUC: policy, an agreement with a
regulatory agency that is consistent with the attaclicd template and the principles outlined
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Guidance im Land Use Control Agreements with Environmental Regulatory Agencies (2 ... Page 2 of '9
below is exempt from the 72-hour review requirertlcnt. Significant deviations front the
tcnlplate, however, are subject to the 72-hour review rcquircntcnt.
As stated in the DoD LUC policy. Mmicver possible, installatiolt5 shall use existillg
pr(iccsses and ntechatlisills (c.g., the installation environmental restoration nlanaunictlt
action plan, existing land use management practices) for the implementation and
ntana-cmenl of LUCs. For property being transferred Out of federal control, documents such
as the (Iced caul contract fur sale are appropriate places to define-LUC responsibilities. A
separate a?(rccntent may be nccded with a private party (such as the uansfcrec) assumingg.
LIIC responsibilities. Neither the Dot I.UC policy nor this guidance restricts such
a-rcemcnls. Such agccmcnts with private parties, however, should be consistent with the
Dol) Ll_IC policy and the principles and template contained in this guidance.
Principles incorporated in the template and to be highlighted ill Agl'cetnctits with regulatory
agcllcics arc as 1OIlo\%s:
A_urcelllents shall be Consistent with applicable law and authority. Agreements shall
not include additional substantive requirements beyond those authorized in Federal and
applicable state or local laws and regulations not in conflict with lacderal lane.
Responsibility for managing and monitoring'_ LUCs should be at the local level; the
property owner should have the primary responsibility, and existing local processes
should be used.
• .?\gicclllcws should address only specific sites where iA.JCs will be employed, not the
installation as a whole, and preferably should be drafted only after the remedy is
proposed or selected.
• As DoD does not have authority to dispose of any real property rights at an active
installation (c.g.. recordin(a restrictive covenant or casement), implclimiting I.UCs
will not create, dispose, or alter any real property rights on active installations.
f )ol) has authority to Make killd U.Ne (ICCisiOnS at active installations, however, where a
proposed land use change requires a change to the decision docuntcnt, tile LICCiSiOll
document change normally will require the same level of regulatory involvement as the
original decision docutncnt.
• Mutually acceptable and reciprocal reservation ofrights clauses should be used to
avoid otherwise irreconcilable conflicts and stalemates in the development of the
Atuccnlent.
• State services in support of L.,UC Agreements and implementation of LUCs are not
C()k'cred by the Detetlse Mate Memorandum of Agreenlent (DSNIOA) process and
related funding;. Payment of applicable, nondiscriminatory state and local fees for LUC
iniplenlcntation and monitoring activities are allowable but must be consistent with
Dol) policy and guidance.
• agreements will not limit the ability oflhe parties to delete any site front the
A,,reentent based on a change in cleanup standards that obviates the need for the 1AJC.
• Tl Ie agreement shall specify that it will terminate upon transfer of the subject property,
nucl LUC responsibilities should tic incorporated into the contract for sale and decd.
The point ofcontact liir this guidance and template is Mr. Shah A. C'houdliury at (703) 697-
7,175.
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GUidallce on La11d Use Control Aurec111ents with hnvirolurlcntal Regulatory Agencies (2 ... Page 3 of 9

Ciary D. Vest
Principal Assistant Dcl)uty Under Secretary of velcnse
(Flivironnicrntal Security)
Attaclullcnt: as stated
CC:
1)llsl)(1)
"Template for Land_use Colit1'ols Agreement
with l llvirt?nmcntal__Re"llI ?toly, Agelicies
Illis femplufe provides an anuolaled olaline fill, atireemenls lvith res?ukrlol v agencies .fin- the
inanuc;enlenl a10 111011it01'ilrsf ol'Land Use Controls (LCJCs) oil properly !ruder the c•onfl•ol of
till in.'aallation. The outline c•onsisis• of'sec•tion headin4,s• with a short descl-ipluln of lrllat
should he contained ; addilio?lal explancrlory mane!, is provided ill italic's. Ae template
provides a bide rculs e of circumstances to cover- the awlesi extent possible ill till
Igivelalelrl; Components and installations are encouraged to eliminate inapplicable
provisions and tailor:1greeulenls by usin1 orlh'those specific'seclions trod provisions
relevant to file specific circinustances• (1J the I'e111e y (111cl Site. Ill ab'lil!!Il" till :ll;reemenl, /lie
eniphasis should be oil it-licit is to be clone by file installation or the i-egulalory agency;
describing cut existing process and responsibilities maY su/)ic•e. Neither taxpayers not,
proleetion of human Ileallh and file environment are served by developing rechmdaw
processes or paperwork that diver! fiuidill?, el]ur1, and_Joc11s• aiv(1_y from file substance of
e11111-011me)1tal iTSfal•altioll l'J/i11'1.1' WO 111(lricil;elnellt ol*LUCs. Any cidditional reylrireintwis
collemplated colder file : t s;reemeut must be c'osf-c(Jec•live and directly assist in addressing
risks'.
13;icl:;;rountl
171is section desci-ibex the background and reasons why LCiCS are being used at the
ins tallatioll. 7I1e /b/lowinti des•cv'iptions, as applicable to file installation and specific sites
with LUGS, twe to he lased
• Statement that investigative activities have revealed contamination and a list (if
available) of
those sites lilr which silt-spccilic remedies with associated land use controls have been
seleciccl or previously implemented.
. Statement that Federal or state risk-based cleanup criteria were applied in the remedy
selection process to prevent unacceptable exposure.
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Guidance oil Land Use Control Agreciiients with Ltlvironnicntal Regulatory Agencies (2 ... Page 4 of9
• Statement that installation desires that site renlccly determinations take future land use
into
account.
Statement that land use controls are intended to ensure land use restrictions rculain in
place
and cflcctivc as long as ?tcccssary to ensure remedy remains protective of liuman
health and
the environment.
Staicnicnt that csisting processes and mcchanisnis arc; to be used in the
inlplcmcntatIML
mct?lagcnlcnt, and monitoring of 1.11Cs.
DO-]ni(ions
This -section is hitem1cll )1. ( effiling tel-nis specific to the .1 t?re?rlllcul, such cis de initions of
LUGS ur decision documents tailolvd to the installation curet shcci/(c sitrs srrhjrct to the
.• ",'c'eme'nt.
Pul-pose
'111is Scctinn should stoic the ohjcctirr(e) to he accomplished throtwh execution of ill
I; TCe seem. 7het 0hjCC1hV(s) Will he ouc ol• more of the fillluu'ulg:
To Implement a process to ensure: appropriate long-term maintenance of LUCs. The
process will elevate 4general awareness ol'LUCs by installation personnel to ensure
lone-term protection.
To implement a process fir the installation to periodically update the appropriate;
regulatory agency conccrnin- the continuation ufany LUCs and any planned changes
in land use that may affcct any site rcmcdiatcd in accordance with risk-based criteria.
To integ.ite site remedies with i.UCs into the installation's fitcility planning process.
• To provide reasonable assurmlces that pathway and czposurc assumptions relied upon
in staking the remedial decision will remain valid until dillcrent site controls or
unrestricted use are appropriate.
Applicability
:l l-eeliients.shuulll,filc'tts on site--Ypecific, i-eme Tics. 1•uthcr than gCl7Ct-edpi•ovi.Sions 1'eluthki, to
file entire in.Nialleitioli ol. the 1-emeel?" sele•ction Cmd I-emeChal llction pl-oces.s.
• Statement that any future Clecisions involving LUCs on the installation must be
consistent with the Au'rccntcnt.
Statement that the Agrecincia will take effect only after remedy selection.
. Statement that implementation of L.UCs under the Agreement will not have the cllcct
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Guidance l)n L,:Uld Use Control A recments \vllh Environmental RcPulatory Agencics (2 ... Page 5 of 9
of,crcatin" disposing, or altering any real property rights on active installations. (Afole:
Cllllcrss otherlrise cllrlhoi-Led by lute, e.g.. BRAC, DoD is not milhoi-icecl to create a use
restrictiolt fr11' recordation. Deed !'c'corclulion by DoD of a use resn•iciion oil uelive
ilistallalion proper(y is cvcatins„ disposhl,{, or allel-ill, a real properly, irrlerest 0?1
1•Cclclul property that is prollihiled by 1•i'cler(11pr•operll, liar, regirlcuions, and policy.)
site Invedimi/ Review/Certification
711i.,.cecliorl corers uuulagemenl cntcl review primarily interned in.siallatloll
resparrsihililies. Reference to exisling proc•cclures or provil/in," l-egulalory figencies a
volification enul an invilcllion to observe installation ill.specliolls rluly suJJice, cnlcl is preferred
to developnts; duplicalive inspection regimes.
• Provision for periodic (as arced) monitoring or visual inspections of LUC sites by the
installation.
Statement that inspections and reviews by the installation are for purposes of vcrilying
that
I.UCs are properly maintained.
Provision for notice to the appropriate regulatory umicy of deficiencies, and that all
appropriate measures have been taken to correct the dcticicncies.
e Provision for an annual report to the appropriate rcpulatory agency confirming the
continual
retention of all L.UCs. (7his• prori.siolr is inlendcd primcu i1y Jilr active installation
Ivi-eclllents; if regulaton, agencies are to he notified of ileJiclencies and actions taken,
ihcn this provisioll is rcchulclant cell muY not be necllecl )
Annotation
Phis section is illicllded Jin• use in Agi-cements lrhere trullsfer ref property is not anticipated,
e'. active in.s/c111c1lions. In some slel/rs, Ihcre clay he a requirement to record use rrstricliolls
in the local land records. somelllhig that is prohlhiled hl, Federal properiv Icm•, regulalions,
(10111 policy.lor active installation real properly. 77lis recorrdalion requirement, however, may
he filllillcd 1111-otigh (1/1 agreelncilt with the state to C11111o1ate use restrictions tit the
inswIltltion, and some combination of describing inslallcltion processes for rminilor./W and
ilrarlcl,f;ing land use, npo1'tiil!; mgioi' land use changes, Cmd c1 pi-ovision fat' deed i-ecol elation
rf the property is leant reed out of Fedend conlrol in 0101 fulure.
Statement that the installation will develop and incorporate appendices (LUC site
listing and others, as needed) into the installation master planning process and
geographic information system (G1S) (as available and applicable to the installation),
and will provide written notification to the state regulatory agency when incorporated.
Statenu:rlt, ifapplicable, that the Agrccnlcrnt satisfies state requirements for LUC
recordation.
Land_115c Ghangrs/e?I;enc}'_Coordination
This seclion is pl•imurily intended file use in Agi-ceinents• trherc iiwn.l r of'property is not
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emlicipaled, e.g., cictive illslallations, us tin tlhcrluitire to sleile legal 1•equirements• fe/n
recortliIIg land use chtnic;es ill local laud recordv, somelhin shat is prohibited bi, 1%edend
pi-oput'1, hall', regultilions, and policy.f lr (retire installation properly. Pliere a hind use
change will t•iolule o use res11•iction or risk assumptions ill fire underlying remedy decision,
111e insfallcrtioll roust undertake fia-1h i- environmental restoration actions to ensure
c•ompalihili(v of land use with residmil contalllinution. When! a line/ use change does not
violcilc the rise resh•ictiatts ill the remedy but mcly under-mine the elfcctireness of the LUCs
ossoc•ialed with the property, till' imstcillotioll nlaV aced to mudili, the LUCs to ensin•c
inappropriate activities do not occta'.
prelccdure; for providing notification to the appropriate regulatory agency regarding any
major land use c11an1!cs.
Delinition of"major change in land use" (as applicable):
1. Any change in land use (e.g.. Crum industrial or recreational to residential) that
would be inconsistent with those specific eNposure assumptions in the human
health and/or ecological risk assessments that served as the basis for the LUCs
that sere irllplcnu:nted at the site.
2. Any site activity that may disrupt the effectiveness of the implemented LUC
(c.g., excavation at a lancilill; groundwater pumping that may impact a
;,round%%atcr pump and treat system; a construction project that may affect
ecological habitat prcltccted by the remedy; the permanent removal ofa hence; or
the permanent removal of*warning signs).
3. Any site activity intended to alter or negate the nerd for the specific LUC(s)
implemented at the site.
. Provision tier cvaluation of how a proposed major land use change will affect the
re:nledy and assessment ol'the need for additional 1.lJCs or chanues in tile SCICCICLI
remedy.
NIOA integration
7his• scc•tioil. to he used only if /needed, trill descvihe the tt pe gl'inJonuration about site-
,specific L(iC'Y gird ony standard i ingucige to be included in decision documents. Reference to
the "Igreelnetrt in the decision docrmmenf, however, does not stake the Agreement alt
cli/ilrccable teen or requirement ol'the decision document or in tilt intenigency
a,(rccnleirt F dercrl_lucilities agi-celliew.
Commitment to Obtain hundbu,
Vol. ct ,tlenrorcr/tchil/t ol'Uiidcrslcurding, this section des'crihes the instidlation asst// ince to
obtain funding; for flier implementeition, management, and monitor-hki, g1'LUC's•. Please note
these aciiyities• Intl I, he limdeclli•onr soru•ces other fllan alt envil'onlnewtil restoralioll uccornit.
iii e.rccptiollcil cases, where file installulion desires reilmhursable services (i.e., a
alenroralu sin of.1 greenlerit is being used), this sec•lion should hrielly describe the finding
meclumism that is contemplafed. Note that use ol'the Defense State Alemoraltdum of
,1 reement (USA10A) pi-ocess and related finuling is limited to rcinibw•sing sicite suppoil
.services dttrh g remedy seleclion and implementation of the p/ti sical i-emedy. State services in
leaps://wwsv.dolt\.osd.illiI/dciii,/l)tibIic/library/Cleanup/ILiciiLrce.litnll 5/2/2006
Guidance on Land Use Control Agreements with Environmental Regulatory Agencies (2 ... Page 7 of 9
support o%l.(iCAgrec»rents all(1 nnplementaiion. management, uncl monitoring o%LUO are
not covered ht' the DS,11U.1 process.
Statement that the installation will use best cffOrts to obtain necessary funding to
ensure continual maintenance of LUCs.
Future Property Cnnvey,trtces
• 77/rs section is ilrlclulecl.Jirr 41greemenis hoth at active insiallalions (inhere trallsfer of
proper11. is not tirnicipnte(1411111 the 'Agreclnont is Srtb.S/JtlltJrrf,?li)!'st?te legal
reclrrirerueut %or clcccl rccurclutiun) and tit BRAC ilrstallation5 (tl'hr?'c' proper(( Ircnr.?%r
is 11111ic•iputccl). 7'he,firllorring provisions Aouhl be tailored to file uPpropriate
c•ircrnnstances. RrJ?rc?JCiM till cSttihliShecl process (e. ., hirrclirlt; ol'SuitubilitY to
7ralr.vJ"r (FO 7) process Ji)r• the transr ol'11R: fC' proper{l) ruay sullic•e, aml is
prelJ rrccl to creutilrg weir or crclchtional require?ncrlls.
• Provision tar written notice to regulatory agency at least (X) (lays before such intended
conveyance. Notice should indicate nuchanisms necessary to ensure that LUCs will
amain in place after property is conveyed. (phis provision, inhere applicable. is
ilrterrclocl prinrcn'ily /ur active installation A recnrents in licit of'clce(l recordation. The
notice is intended to be hifi nnutionul to note the chun e in ownership ctnd LUC
responsibilities.)
• Statement that each LUC will be reviewed and incorporated into those property
disposal procedures required to meet CI:RC'LA re(luircments.
• Statement that the LUC site will be deleted from the (Agreement upon transfer of the
property.
Change in :applicable Standards
. Statement that the Agreement will not limit the ability of parties to delete any site from
the Aorecrnent based on either a change in cleanup standards or a change in
contaminant concentration levels allowing for unrestricted use of the formerly i UC-
cncumlwrcd property, e.g., deleting a site where groundwater contaminant levels have
reached the ,(mediation objective throW-111 treatment.
Future Communications
Statement that parties to the Agreement will notify each other (within X (lays) of
relevant points ofconlact to receive all correspondence and communications.
Site Access
• provision for regulatory agency access to sites covered by the agreement at reasonable
times consistent with the military mission, security, and hcalth/satcty rcyt?irements,
and upon presentation of proper credentials.
• Statement that regulatory agency access will be coordinated with the installation's
environmental restoration program manager.
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Guidance on Land Use Control Agreements with Environmental Rcbulatory Agcnelcs (2 ... Pale 3 of 9
Disputes
Provision of'dispute rCSOlUtion procedures. Parties will agree to engage in good-t11'
etlbrt to resolve all disputes that may arise about the parties' good-faith compliance
with the terms ol'the Agreement.
Reservation of Rights
1llis section provides fir 11117tually accel)tublc and recilu-ocal reservation o/ri,?llfs clauses
1/.uCd to avoid otherwise irrecor7cilable conjlicls and sh7lemales in the development of they
Installation reserves rights granted to Dol) under federal law, regulation, or executive
order, including any right to put all property under control ol'thc installation
eonllnarldcr to those uses deemed ncccssarv in his discretion for mission
accomplishment or necessary by appropriate military authority to meet needs ol'DoD.
(:Vote: The installation must insure that they land use will not violate a use restriction
or risk assumptions in 1174 underlving remedial deci.vion and that the 141/741 u.se is
compatible with residual contamination.
Statement that Dol) is CLRCLA lead wency.
• Statcnlcnt that Dol) has sole authority to make land use decisions on active
installations.
• Rc-;ulatory agencies reserve riy-Ihts to require installation to comply with Fcdcral and
state laws and re ulations applicable to investigation, cleanup, and long term
tnaintcnailce of-thosc sites covered by the agreement.
Anti-Deficiency Act
Statement that the Agrcenu nt does not obligate Dol) or IPA (if party to the
Agreement) to expend any finds in violation of the federal Anti-Deficiency Act.
Anlcndnlent
• Provide procedures Cor makin-, anlcndincias to the Agreement. Amendments must be
in writing and execute([ by all parties to the Agreenlcllt.
Tvrntitt-mion
Statenu:nt that Agreement terminates upon mutual concurrence by parties that the
objectives ofthe Agreclnent have been Fulfilled. Provision that in the event ofa
dispute, any party can withdraw Irom the Agrcei lent upon (X) (lays written notice to
other parties, but only after reasonable efforts have first been made by the parties to
resolve any disputes.
Itcpres.cntativ e,t\ti.thority
. A certification that signatories to the Agreement are authorized to enter into a binding
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Guidance on Land Use Control Agreements with Environmental Itcgulatory flgcncies (2 ... Page 9 of '9
agreement on behalf oftheir respective accncies.
;Appendices (as applicable to the A-rcemenl)
All ullllcjulicc s must he (-oll.vistew with the Agreement, greement, c•rruling no ri,iJltts or obligations
hca•ond t/lo.VL..%peci/iccl in t/lc .I1,'rec'Melrt.
LUC Site Listing. For each site it %%,ill include site name, site description, and site
location. Appendix will be updated periodically (as agrced) to reflect additions or
deletions ol'sitcs. Copics of all updates will be sent to the replatory nutlrorities.
:1},)c??ey Points of Contact.
• Other appendices, as specified in the Agrecment.
https:;/vvw?v.denis.osd.ritil/dcnix/Public/Library/Cleanup/It?cagrce.htnil 5/2/2006
Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 1
6/29/2006
elevations
Permanent Pool (ft) 356.5
Temporary Pool (ft) 357
areas
Permanent Pool SA (sq ft) 1467
Drainage Area (ac) 0.84
Impervious Area (ac) 0.42
Rational C 0.9
Precipitation (in) 0.07
volumes
REQUIRED DESIGN:
0.5 ft. depth
161 sq. ft.
ac
50.0 % impervious
no sand underdrain
Inlet Velocity 0.8 0 fps
Inlet Flow Depth 7.92 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.2 0.00 in/hr

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Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
6/29/2006
elevations
Permanent Pool (ft) 355.5 0.5 ft. depth
Temporary Pool (ft) 356
areas
Permanent Pool SA (sq ft) 1353 111 sq. ft.
Drainage Area (ac) 0.58 ac
Impervious Area (ac) 0.46 79.3 % impervious
Rational C 0.9
Precipitation (in) 0.07 no sand underdrain
volumes
Inlet Velocity 0.71 0 fps
Inlet Plow Depth 9 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.2 0.00 in/hr

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Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
6/29/2006
elevations
Pennanent Pool (ft) 357.5 0.5 ft. depth
Temporary Pool (ft) 358
areas
Permanent Pool SA (sq ft) 4271 417 sq. ft.
Drainage Area (ac) 2.17 ac
Impervious Area (ac) 1.32 60.8 % impervious
Rational C 0.9
Precipitation (in) 0.07 no sand underdrain
volumes
Inlet Velocity 0.35 0 fps
Inlet Plow Depth 3 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.2 0.00 in/hr

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Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 4 REQUIRED DESIGN:
6/29/2006
elevations
Permanent Pool (ft) 365.5 0.5 ft. depth
Temporary Pool (ft) 366
areas
Permanent Pool SA (sq ft)
2163
305 sq. ft.
Drainage Area (ac) 1.59 ac
Impervious Area (ac) 0.48 30.2 % impervious
Rational C 0.9
Precipitation (in) 0.07 no sand underdrain
volumes
Inlet Velocity 0.32 0 fps
Inlet Flow Depth 2.88 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration I 0.52 in/hr
In-Situ Soil Infiltration 0.2 0.00 in/hr

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Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 5
6/29/2006
elevations
Permanent Pool (ft) 363.5
Temporary Pool (ft) 364
areas
Permanent Pool SA (sq ft) 1649
Drainage Area (ac) 0.83
Impervious Area (ac) 0.51
Rational C 0.9
Precipitation (in) 0.07
volumes
REQUIRED DESIGN:
0.5 ft. depth
159 sq. It
ac
61.4 % impervious
no sand underdrain
Inlet Velocity 1.07 0 fps
Inlet Flow Depth 8.9 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration 1 0.52 in/lir
In-Situ Soil Infiltration 0.2 0.00 in/hr

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Project No. DWQ US A.R. C.
Project Name: 06-0112
SUBMITTED DESIGN: 6 REQUIRED DESIGN:
6/29/2006
elevations
Permanent Pool (ft) 365.4 0.5 ft. depth
Temporary Pool (ft) 365.9
areas
Permanent Pool SA (sq ft) 3546 309 sq. ft.
Drainage Area (ac) 1.61 ac
Impervious Area (ac) 1.17 72.7 % impervious
Rational C 0.9
Precipitation (in) 0.07 no sand underdrain
volumes
Inlet Velocity 0.95 0 fps
Inlet Flow Depth 1.1 in
Depth to Ground Water 5 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.2 0.00 Mir

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DWQ Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number: ( 502 ) 315-6434
For projects with multiple basins, specify which basin this worksheet applies to: PD9
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
356.5 ft. (elevation of the orifice invert out)
357.0 ft. (elevation of the outlet structure invert in)
1,467 sq. ft.
0.84 ac. (on-site and off-site drainage to the basin)
0.42 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
0.80 cfs fps
7.92 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
AoDlicants Initials
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
Sheet flow is provided at inlet.
Water table depth is greater than 6 feet.
Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
a?'T The in-situ soil infiltration rate is greater than 0.2 in/hr.
S?-5 A planting plan with species and densities is provided.
Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
?r Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No.
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number: ( 502 ) 315-6434
For projects with multiple basins, specify which basin this worksheet applies to: PD7
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
355.5 ft. (elevation of the orifice invert out)
356.0 ft. (elevation of the outlet structure invert in)

1,353 sq. ft.
0.58 ac. (on-site and off-site drainage to the basin)
0.46 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
0.71 cfs fps
9 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.2 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
No vertical sand bed is proposed
7 -i The bioretention area is at least 40 feet by 15 feet.
Sheet flow is provided at inlet.
Water table depth is greater than 6 feet.
;h Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
?cfi ' Planting soil infiltration rate is greater than 0.52 in/hr.
cjr The in-situ soil infiltration rate is greater than 0.2 in/hr.
, %C A planting plan with species and densities is provided.
f?' Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
'71C-1 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number: ( 502 ) 315-6434
For projects with multiple basins, specify which basin this worksheet applies to: PD5
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
357.5 ft. (elevation of the orifice invert out)
358.0 ft. (elevation of the outlet structure invert in)
4,271 sq. ft.
2.17 ac. (on-site and off-site drainage to the basin)
1.32 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
0.35 cfs fps
3 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
No vertical sand bed is proposed
- The bioretention area is at least 40 feet by 15 feet.
-,7C--T_ Sheet flow is provided at inlet.
ct Water table depth is greater than 6 feet.
<?T Minimum of 6" ponding is provided.
1'c IF The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr.
z - l A planting plan with species and densities is provided.
f-Z_ T Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number. ( 502 ) 315-6434
For projects with multiple basins, specify which basin this worksheet applies to: PD3
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
REQUIRED ITEMS CHECKLIST
365.5 ft. (elevation of the orifice invert out)
366.0 ft. (elevation of the outlet structure invert in)
2,163 sq. ft.
1.59 ac. (on-site and off-site drainage to the basin)
0.48 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
0.32 cfs fps
2.88 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
6 C Sheet flow is provided at inlet.
4t%i ' Water table depth is greater than 6 feet.
ch Minimum of 6" ponding is provided.
?Gfl The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr.
?le-'71- A planting plan with species and densities is provided.
Mulch layer is specified in plans.
<Z-T Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
I Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number. ( 502 ) 315-6434
For projects with multiple basins, specify which basin this worksheet applies to: PD4
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
363.5 ft. (elevation of the orifice invert out)
364.0 ft. (elevation of the outlet structure invert in)
1,649 sq. ft.
0.83 ac. (on-site and off-site drainage to the basin)
0.51 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
1.07 cfs fps
8.9 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
No vertical sand bed is proposed
ACT The bioretention area is at least 40 feet by 15 feet.
Uwe -r Sheet flow is provided at inlet.
Water table depth is greater than 6 feet.
Minimum of 6" ponding is provided.
4e-l- The ponded area will draw down in less than 4 days.
<<i Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management

S Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No.
DIVISION OF WATER QUALITY • BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to: PD2
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
II. REQUIRED ITEMS CHECKLIST
365.4 ft. (elevation of the orifice invert out)
365.9 ft. (elevation of the outlet structure invert in)
3,546 sq. ft.
1.61 ac. (on-site and off-site drainage to the basin)
1.17 ac. (on-site and off-site drainage to the basin)
0.9 pavement/ 0.25 grass
7 % (either 5% in w/sand under drain or 7% in w/o)
0.95 cfs fps
1.1 in
>5 ft.
1.0 in./hr. (the soil layer down to 4 feet)
0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications shouting all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADDlicants Initials
l? No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
?cr Sheet flow is provided at inlet.
Water table depth is greater than 6 feet.
Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
I Planting soil infiltration rate is greater than 0.52 in/hr.
i <'_ The in situ soil infiltration rate is greater than 0.2 in/hr.
t3cx 7)
? A planting plan with species and densities is provided.
?C ? Mulch layer is specified in plans.
gC-1 Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
55?<=i Plan details for the bioretention area provided.
--'c 1 Plan details for the inlet and outlet are provided.
11-f An operation and maintenance agreement signed and notarized by the responsible party is provided.
502 1 315-6434
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No.
DIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number. (502 ) 315-6434
Swale ID: S1
Grass Swale Length
Tributary Drainage Area
Impervious Area
330 ft.
1.68 ac.
0.59 ac.
0.84 fps
0.89 fps
6:1 ratio
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min, side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
(2 fps max.)
(3:1 min.)
0.01 ft/ft (check dams may be used)
Rod
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
?e5c- ? The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Y? Water table depth is greater than 1 foot.
Plan details for the swale provided.
t? E?T Plan details for the inlets and outlets are provided.
f3f-? Check dams provided.
`7' The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
°'r The operation and maintenance agreement signed and notarized by the responsible party is provided.
DWQ Project
DIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number: (502 ) 315-6434
Swale ID: S2
Grass Swale Length
Tributary Drainage Area
Impervious Area
235 ft.
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
0.66 ac.
0.43 ac.
Max. Velocity from 2 Yr. Storm 1.1 fps
Max. Velocity from 10 Yr. Storm 1.38 fps
Min. side slopes 6:1 ratio
Steepest Effective Slope 0.024 ft/ft
Cover Crop Sod
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
-7` Water table depth is greater than 1 foot.
Plan details for the swale provided.
r1 Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number. (502 ) 315-6434
Swale ID: S3
Grass Swale Length 350 ft.
Tributary Drainage Area 1.21 ac.
Impervious Area 0.31 ac.
Max. Velocity from 2 Yr. Storm 0.94 fps
Max. Velocity from 10 Yr. Storm 1.19 fps
Min. side slopes 4:1 ratio

Steepest Effective Slope 0.014 ft/ft
Cover Crop Sod
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the Swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
f??ci The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice

'L1 annual mowing.
? The operation and maintenance agreement signed and notarized by the responsible party is provided.
DWQ Project
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Raleigh U.S. Army Reserve Center
Contact Person: Steve Thibaudeau Phone Number. (502 ) 315-6434
Swale ID: S4
Grass Swale Length
Tributary Drainage Area
Impervious Area
330 ft.
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
1.56 ac.
0 ac.
Max. Velocity from 2 Yr. Storm 1.99 fps
Max. Velocity from 10 Yr. Storm 1.97 fps
Min. side slopes 6:1 ratio
Steepest Effective Slope 0.063 ft/ft
Cover Crop Sod
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
`r ,T_ Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
s'P Swale carries only stormwater flow
of ?? Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
JC?i Check dams provided.
SC J_ The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
?`? The operation and maintenance agreement signed and notarized by the responsible party is provided.

BIORETENTION AREAS AND GRASSED SWALES
OPERATION AND MAINTENANCE AGREEMENT
Bioretention Areas
A bioretention area is a landscaped area utilized for the removal of pollutants from stormwater runoff. It is a
depression in the ground filled with a soil media mixture (planting soil) that supports water-tolerant vegetation.
The surface of the area is protected from weeds, mechanical erosion, and dessication (drying out) by a layer
of mulch. In addition, bioretention provides landscaping and habitat enhancement benefits.
Initial maintenance activities shall be performed as follows:
1. Water plant material at the end of each day for 14 consecutive days after planting has been completed.
2. Replace support stakes or wires as needed until planted material has stabilized.
Ongoing maintenance activities shall be performed in accordance with the following table:
Maintenance Activity Method Frequency Time of Year
Soi l
Inspect and repair Visual Monthly* Monthly
erosion
Clean up trash By hand Monthly* Monthly
Flush underdrain pipes Quarterly March; June;
September;
December
Organic Layer
Remulch any void areas By hand Whenever needed Whenever needed
Add any additional By hand Bi-annually Spring/Fall
mulch if necessary
Plants
Remove and replace all Mechanical or by Bi-annually March 15 to April 30
dead/diseased hand and
vegetation considered Oct 1 to Nov 30
beyond treatment
Treat all diseased trees Mechanical or by As needed As needed
and shrubs hand
Reseed grass filter strip Mechanical or by Bi-annually March 15 to April 30
hand and
Oct 1 to Nov 30
Structures
Remove mulch from By hand Monthly* Monthly
outlets and cleanouts
Inspect and repair Mechanical or by Quarterly March; June;
outlet pipe, headwalls hand September;
and ri ra December
*Monthly or after every runoff producing rainfall, whichever comes first
Page 1 of 3
BIORETENTION AREAS AND GRASSED SWALES
OPERATION AND MAINTENANCE AGREEMENT (cont)
Grassed Swales
A grassed swale is a shallow open-channel drainageway stabilized with grass or other herbaceous vegetation
and designed to convey runoff and filter pollutants. Swales remove pollutants from stormwater by filtration
through grasses and other vegetation, settling, and infiltration through soil. Swales work best in conjunction
with other BMPs. Grassed swales are occasionally enhanced with check dams to retain water and promote
infiltration. Swales rely on vegetation to perform biofiltration functions.
Initial maintenance activities shall be performed as follows:
1. Water grass seed/sod at the end of each day for 14 consecutive days after seeding has been completed.
2. Reseed as needed until grass/sod has stabilized.
Ongoing maintenance activities shall be performed in accordance with the following table:
Maintenance Activity Method Frequency Time of Year
Mow grass* Mechanical As required n/a
Clean up trash By hand Monthly** Monthly
Repair erosion and Mechanical As required n/a
regrade the swale to
ensure runoff flow is
even
Revegetate the swale to Mechanical or by As required March-April;
maintain dense growth hand Oct-Nov
*Cut grass no lower than 5 inches. Allow grass to grow to the maximum height consistent with the
species and
**Monthly or after every runoff producing rainfall, whichever comes first
Page 2 of 3
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name:

Title: it v Y/U lS/oA ?1 JG
Address: (5?' Rr_u/90 At I Rra IIA e55 LoHd,..f? 2SS? 8J-
Phone: .2057- q /2._
Signature: X ?-'
Date: 10
?'LIa v O
35201
I, ir, ?6- " ? , a Notary P blic for the State of AKGXLONW
County of J&j , do hereby certify that LRVA?S
personally appeare before me this ? day of dIIIJI , and acknowledge the due
execution of the forgoing bioretention area maintenance requirements. Witness my hand and official seal,
SE L
My commission expires
Page 3 of 3
US Army Corps
of Engineers
Louisville District
STORMWATER MANAGEMENT PLAN
FOR THE
RALEIGH U.S. ARMY RESERVE CENTER
CARY, NORTH CAROLINA
U.S. ARMY CORPS Oh ENGINEERS
LOUISVILLE DISTRICT
June 2006
US Army Corps
of Engineers
Louisville District
STORMWATER MANAGEMENT PLAN
FOR THE
RALEIGH U.S. ARMY RESERVE CENTER
CARY, NORTH CAROLINA
is
U.S. ARMY CORPS OF ENGINEERS
LOUISVILLE DISTRICT
June 2006
;.err
` . \)R `? 'L?1t16
J wP(??l?U?.°nRl?1GN
DENS` an ?S??AYJ PZ ?.R
??ptaP•?!?
0
•
•
0
TABLE OF CONTENTS
1.0 GENERAL ....................................................................................................1-1
1.1 Site Description ....................................................................................... 1-1
1.2 Demolition .............................................................................................. 1-1
1.3 Site Improvements .................................................................................. 1-2
1.4 Grading ................................................................................................... 1-2
1.5 Pavements ............................................................................................... 1-2
1.6 Storm Drainage ....................................................................................... 1-2
1.7 Turf and Landscaping ............................................................................. 1-3
1.8 Parking Layout ........................................................................................ 1-3
1.9 Wetlands ................................................................................................. 1-4
1.10 Subsurface Conditions .......................................................................... 1-4
2.0 PROJECT SITE HYDROLOGIC ANALYSIS ........................................ 2-1
2.1 Site Drainage ........................................................................................... 2-1
2.2 Bioretention Cell Design ......................................................................... 2-2
2.3 Storm Sewer and Overflow Structure Design ......................................... 2-3
3.0 ANTICIPATED SEQUENCE OF ACTIVITY .........................................3-1
APPENDICES
A Project Drawings and Details
- Site Location Maps
- Existing Drainage Areas
- Proposed Drainage Areas
- Demolition Plan
- Erosion Control Plans
- Site Plans
- Boring Logs
- Grading Plans
- Landscaping Plan
- Utility Plans
- Storm and Sanitary Sewer Profiles
- Typical Road Sections
- Detail Sheets
B Specifications
- 01355 Environment Protection
- 01356 Storm Water Pollution Prevention Measures
- 02270 Stone Protection
- 02630 Storm Drainage
- 02921 Seeding
- 02922 Sodding
- 02930 Exterior Plants
- 02931 Bioretention Areas
C Hydrologic Analysis and Details
11
l?
u
1.0 GENERAL
1.1 Site Description
The site for the Raleigh U.S. Army Reserve Center is owned by the U.S. Army
Reserves. Located in Wake County on NC 55 about '/z mile north of Green Hope
School Road (SR 1621), within the extra territorial jurisdiction (ETJ) of Cary, the site
is about 20 miles northwest of downtown Raleigh. The site address is 3677 NC 55
HWY, Cary, North Carolina 27519. North Carolina state highway 55 borders the
site to the cast; vacant wooded property borders the site to the north, west and south.
The site has an approximate area of 18.25 acres. Frontage along NC 55 is about 640
feet. The site extends to the west from the highway about 1135 feet along the north
property line and about 1300 feet along the south property line. The highway
casement extends to the west about 76 feet from the east property line. Area within
the highway right-of-way is approximately 1.1 acres, leaving about 17.2 acres of
available land.
The proposed Raleigh USARC site is undeveloped, gently rolling, wooded, and fairly
well-drained. The site was timbered in 1982 and has been allowed to reforest
naturally. Vegetation at the site consists of dense trees, most 12-inch diameter or
• less. Sonic fairly dense areas of pine forest remain on the eastern portion of the site
adjacent to NC 55. Currently, NC 55 is undergoing an expansion from an undivided,
two-lane highway to a divided, four-lane highway. Most of the trees within the
highway right-of-way have been cleared.
The site slopes downward from NC 55 to the west. Elevations range from a high of
about 390 in the southeast corner of the site down to about 325 in the northwest
corner of the site. Slopes range from 2-5% in upland areas of the site to 15-20%
adjacent to drainage swales. Drainage swales drain the site to the south and north.
Currently, two pipes drain ditches adjacent to NC 55 to a drainage swale which
begins in the southern portion of the site along NC 55. This drainage swale continues
to the west-southwest, and crosses the south property line close to its midpoint.
1.2 Demolition
As previously mentioned, no buildings or structures exist on site and the site is
heavily wooded. The site design dictates that most of the trees be cleared and
grubbed in the center of the site where the buildings, parking lots, and roads are
located. As much as possible, existing trees and vegetation along the property lines
will be protected to provide the landscaping buffers required by the Town of Cary.
The current design requires that approximately 10.3 acres out of 17.2 acres of trees be
cleared.
0
• 1.3 Site Improvements
The new Ralcigh USARC will consist of a two-story training building with associated
privately-owned vehicle (POV) parking lot of about 142 spaces and an organizational
maintenance shop (OMS) building and associated military equipment parking (MEP)
lot. The training building will have an access drive on the north side to facilitate
access to the unit storage area. The MEP lot will contain a permanent, concrete bi-
level loading ramp and also a covered washrack.
1.4 Grading
The Training Building has been sited with a first floor elevation of 368.5. This
results in some cut at the front of the building and some fill behind the building. The
parking lots and detention basin will require 5 to 10 feet of cut and similar amounts of
fill. Based on the current design, the cut and fill should be very nearly balanced. Any
debris requiring disposal will be disposed of off site at a state certified landfill. The
closest such landfill in the area is the Highway 55 C&D Landfill located at 5940 Old
Smithfield Road or the South Wake County Landfill, both about 10 miles south of the
site.
Parking lots have been designed with a maximum grade of 5%. The grade of the
POV and MEP lots is generally 1-3%. Grades on the access road range from 1-8%.
• The sidewalk leading to the training center cast entrance from the POV lot has been
designed to be handicap accessible. The finished floor elevation of the buildings will
be at least 6 inches above the adjacent exterior grade. The maximum cut and fill
slopes allowed in the final design will be limited to 3 horizontal in 1 vertical.
1.5 Pavements
Concrete sidewalks are provided between the POV lot and the Training Building.
The new sidewalks vary from 6 to 10 feet wide. A barrier curb is provided along the
west side of the access road to enhance the force protection.
The POV lot will be light duty asphalt. The entrance drive and roadways are heavy
duty asphalt pavement. An access drive is provided for the unit storage area at the
Training Building. This access drive will be concrete. A concrete area has been
provided for the Mobile Containerized Kitchen Trailer. The dumpstcr pad will also
be concrete. The MEP lot is primarily heavy duty asphalt pavement. A concrete
apron is provided for ingress and egress to the OMS building.
1.6 Storm Drainage
The site and surrounding area are not serviced by storni sewers. Surface runoff will
be directed to bioretention areas. Bioretention areas are landscaped areas which
provide both water quality and quantity control. Six bioretention areas have been
• designed for the site.
1-2
• Outlet control structures will be provided within the detention basins to control
outflow during peak rainfall events. Discharge from the detention basin will be
directed into a ditch in the southwest section of the site. Rip-rap outlets will be
provided at outlet headwalls to minimize erosion and scour. Storm drainage inlets
and pipes will be designed for the 10-year storm.
Town of Cary ordinances stipulate that the nitrogen runoff from the site must be
controlled. The bioretention areas and grass swales directing runoff to the
bioretention areas will be used to reduce the nitrogen runoff to meet the Town of
Cary requirements. Calculations for the nitrogen control and storm drainage are
attached.
Trench drains in the bay of the OMS building are planned. An oil/water separator
will be located in the MEP lot to collect pollutants from the trench drains and from
the covered wash rack before the drainage is discharged through a pipe into the
sanitary sewer system.
1.7 Turf and Landscaping
After the grading and earthwork are essentially complete, the site will be fine graded
in preparation for turf and landscaping. A soil test should be performed on the
excavated and stockpiled topsoil to determine soil amendment types and quantities.
The topsoil will be spread to a minimum thickness of 4 inches over turf areas. The
topsoil and soil amendments will be incorporated into the subgrade. The turf areas of
the site will be seeded and mulched. Landscaping will be provided in the front of the
building and around the parking lots. Landscaping elements will include trees, shrubs
and mulched planting beds.
The Town of Cary requires landscaped buffer areas along each property line.
Generally, these buffer areas are approximately 30 feet wide. Landscaping will also
be required to screen the parking lot and site along NC 55.
1.8 Parking Layout
Access to the site is provided with one main entrance from NC 55 into the northeast
area of the site. A turning lane will be added to the widened NC 55 across the entire
width of the site. The Town of Cary requires this turning lane. The turning lane is 14
feet wide at its full width with 100 feet of taper and 100 lineal feet of
deceleration/storage.
A full median break was desired to allow vehicles to turn right or left out of the site.
A preliminary plan of the driveway and turning lanes was submitted on 17 February
2004 to Brandon Jones of the NCDOT. Russell Broadwell with the NCDOT district
office finally indicated to the Louisville District that the full median break was not
possible. A left turn only median break might be allowed. This break has been
is designed as an option. Approval from the NCDOT will be necessary.
1-3
• The entrance proceeds to the west running parallel with the north property line. The
POV parking branches off to the south. The access road continues to the west north
of the training building, leading into the MEP. This layout separates POV traffic and
pedestrian movement to and from the POV lot from the truck traffic associated with
the MEP.
1.9 Wetlands
Mapping downloaded from the Town of Cary indicated that the southern drainage
swale on the property might be subject to Town of Cary Riparian Buffer Rules
(essentially no development 50 feet on either side of the channel). Jennifer Burdett
(regulatory specialist from the U.S. Anny Corps of Engineers Wilmington District,
Raleigh Regulatory Field Office) was contacted and set up a site meeting with
Matthew Flynn of the Town of Cary Engineering Department to determine if the
drainage feature would be subject to the riparian buffer rules. Their site visit
determined that the drainage swale was not subject to the riparian buffer rules.
However, Ms. Burdette noted that jurisdictional wetlands were present. Ms. Burdette
subsequently delineated the wetlands with numbered flags. The wetlands have been
surveyed and are shown in the drawings.
The measured area of jurisdictional wetlands is 0.28 acres. According to Ms.
Burdette, disturbing less than 0.10 acres would not require a permit from the Corps of
• Engineers. The anticipated impact to the wetlands for site development is about 0.10
acres. A Section 404 permit has been submitted to the Corps of Engineers and the
state of North Carolina. Approval has been obtained from the Corps of Engineers.
Further submittals are due to the state of North Carolina to complete the application
process.
1.10 Subsurface Conditions
Eight test pits were excavated in March 2004 for the preliminary geotechnical
assessment. Sixteen soil test borings were completed 22-24 June 2005 for the final
geotechnical report. The location of the test pits and boring locations can be found ill
the drawings on slieet G0004. The soil encountered was generally a silty clay (CL)
with varying sand content.
r- -I
1-4
• 2.0 PROJECT SITE HYDROLOGIC ANALYSIS
2.1 Site Drainage
This analysis is based on the 1 year 24 hour rainfall event, which produces 2.8 inches of
precipitation. The requirements are that the peak discharges from a developed drainage
area not exceed the pre-project discharge. To meet this requirement, bioretention cells
are being used. The design of the bioretention cells are based on guidance from the Sate
of North Carolina.
Under existing conditions there are five drainage areas and once the project is complete
there will still be five drainage areas, however, the size of the drainage areas will be will
be changed because of the buildings and parking lots. Table #1 is a list of the drainage
areas both pre and post project and the SCS curve number.
TABLE #1
C:
•
Drainage
Area
Pre-
Project Pre-
Project
Area
acres Pre-
Project
Curve
Number Drainage Area
Post Project Post-
Project
Area
acres Post-Project
Curve
Number
(composite)
ND-1 8.5 78 PD1+PD2+1-li liwa 6.9 83
ND-2 2.3 78 PD 10 1.4 87
ND-3 3.4 78 PD3+PD4+PD5+PD6 5.7 87
ND-4 1.7 78 PD9 1.9 89
ND-5 1.6 78 PD7+PD8 1.6 83.7
ND-6 0.5 78 PD11 0.5 78
The calculated discharge from the drainage areas are based on an HEC-HMS computer
model. These discharges are shown in table #2 for both the existing and post project
conditions. For the post project conditions the drainage areas were sub-divided so that
the necessary areas could be routed through bioretention cells or detention basins. The
design of the bioretention cells are based on design guidance from the State of North
Carolina. These bioretention cells have the capacity to reduce the runoff by one inch. To
reduce the discharge required four bioretention cells. These cells were located in PD-2,
PD-3, PD-4, PD-5, and PD-9.
2-1
l?
'J
TABLE #2
Drainage
Area Pre-
Project
Discharge
(cfs) Drainage Area Post-Project
Discharge
(cfs)
Without Cells Post-
Project
Discharge
(cfs)
With Cells
ND-1 6.6 PD1+PD2+fli Thwa 10.2 6.5
ND-2 2.0 PD 10 1.4 1.4
ND-3 2.9 PD3+PD4+PD5+PD6 9.2 2.2
ND-4 1.5 PD9 2.4 0.8
ND-5 1.4 PD7+PD8 2.0 0.9
ND-6 0.3 PD 11 0.3 1.2
2.2 Bioretention Cell Design
The criteria for the design of the bioretention cells require that the cell be 6-inches in
depth and that the surface area be based on the area of pavement and the area of grass that
contributed to the basin. Each of these areas is multiplied by a C-factor representative of
the surface. For paved areas the C-factor being used is 0.9 and for grass areas the C-
factor is 0.25. The resulting areas are added together and multiplied by either 5 percent if
• the cell has a sand bed or 7 percent if it does not have a sand bed. For design purposed
when sizing the cells it is being assumed that there will be no sand bed.
Cell #1: Southwest Corner of Site
•
Surface Areas . ft. C-factor C-factor x Area (C-factor x Area x 0.07
Pavement 18,225 0.9 16,403 1,148
Grass 18,225 0.25 4,556 319
Totals . ft. 1,467
Cell #2: North Side MEP Parking Lot
Surface Areas . ft. C-factor C-factor x Area (C-factor x Area x 0.07
Pavement 20,081 0.9 18,073 1,265
Grass 5,009 0.25 1,252 88
Totals . ft. 1,353
Cell #3: Between Training Building and MEP Parking Lot
Surface Areas . ft. C-factor C-factor x Area (C-factor x Area x 0.07
Pavement 57,499 0.9 51,750 3,623
Grass 37,026 0.25 9,257 648
Totals . ft. 4,271
2-2
•
•
Cell #4: Northeast Side of Training Building
Surface Areas . ft. C-factor C-factor x Area C-factor x Area x 0.07
Pavement 20,909 -
0.9 18,818 1,317
Grass 48,352 0.25 12,088 846
Totals . ft.) 2,163
Cell #5: Ditch North of Access Road:
Surface Areas . ft. C-factor C-factor x Area C-factor x Area x 0.07
Pavement 22,303 0.9 20,072 1,405
Grass 13,939 0.25 3,485 244
Totals . ft. 1,649
Cell #6: POV Parking Lot on Eastside of Site
Surface Areas . ft. C-factor C-factor x Area C-factor x Area x 0.07
Pavement 50,965 0.9 45,869 3,211
Grass 19,166 0.25 4,792 335
Totals . ft. 3,546
2.3 Storm Sewer and Overflow Structure Design
Line #1 - From Bioretention Cell #1
Peak Flow = 3.8 cfs
Pipe Slope = 0.5% Minimum Pipe Size = 18-inches
Overflow Weir - 3.8 feet effective weir length (minimum)
Line #2 - From Bioretention Cell #2
Peak Flow = 2.7 cfs
Pipe Slope = 0.5% Minimum Pipe Size = 18-inches
Overflow Weir - 2.6 feet effective weir length (minimum)
Line #3 - From Bioretention Cell #3
Peak Flows = 7.0 cfs into overflow structure
16.9 cfs in outlet pipe (combined flow from Bioretention Cells #3, #4 and #5)
Pipe Slope = 0. 5% Minimum Pipe Size = 27-inches
Pipe Slope = 0.75% Minimum Pipe Size = 24-inches
Pipe Slope = 3% Minimum Pipe Size = 18-inches
Overflow Weir - 6.8 feet effective weir length (minimum)
Line #4 - From Bioretention Cell #5
Peak Flows = 3.9 cfs into overflow structure
9.9 cfs in outlet pipe (combined flow from Bioretention Cells #4 and #5)
• Pipe Slope = 0. 5% Minimum Pipe Size = 24-inches
Pipe Slope = 2.0% Minimum Pipe Size = 18-inches
Overflow Weir - 3.8 feet effective weir length (minimum)
2-3
C7
Line #5 - From Bioretention Cell #4
Peak Flow = 6.0 cfs into overflow structure
Pipe Slope = 0. 5% Minimum Pipe Size = 18-inches
Overflow Weir - 5.9 feet effective weir length (minimum)
Line #6 - From Bioretention Cell #6
Peak Flow = 6.9 cfs into overflow structure
Pipe Slope = 0. 5% Minimum Pipe Size = 18-inches
overflow Weir - 6.7 feet effective weir length (minimum)
Line #7 - From Roadway Drainage and Existing Pipe
Flow in Existing Pipe (assuming 2% slope) - 14 cfs
Flow from Roadway - 3.4 cfs
Total Flow in Pipes - 17.4 cfs
Pipe Slope = 0. 5% Minimum Pipe Size = 27-inches
Pipe Slope = 0.75% Minimum Pipe Size = 24-inches
Pipe Slope = 1% Minimum Pipe Size = 24-inches
ASSUMPTIONS:
Concrete pipe or pipe with similar roughness.
OVER FLOW STRUCTURE:
Effective weir length is based on a depth of flow over the weir of 6-inches. Depending
on the configuration of the weir, the entire length of the weir may not be effective.
•
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•
3.0 ANTICIPATED SEQUENCE OF ACTIVITY:
The following will transpire with the appropriate sequence executed in a manner best
afforded to abate anticipated off-site sediment migration:
Construct temporary and permanent sediment and erosion control facilities.
Erosion and sediment measures sliall be installed prior to any earth moving
operation that will
influence storm water runoff.
All permanent ditches and swales shall be stabilized in accordance within the
administered contract's Plans and Specification Section 02921 - Seeding, prior to
direction runoff to them.
Clear and dispose of debris and demolition materials at state approved landfill
approved by the contracting officer's representative.
? Begin permanent and temporary seeding/sodding and mulching. All cut and fill
slopes shall be seeded and mulched immediately after their construction.
? Construct new amenities including utilities, buildings, parking areas, and
sidewalks.
Landscape and grade the site according to the drawings.
Complete permanent seeding/sodding and landscaping.
40 ?o Extract the trapped sediment from collector devices as appropriate and then
remove the
temporary erosion control measures.
Y Any areas disturbed by the removal of the temporary controls shall be seeded and
mulched within 24 hours.
Construct bioretention areas and install landscaping vegetation. See bioretention
area construction sequence below.
Note 1.) The area of bare soil exposed at any one time by construction operations
should be held to a minimum.
Note 2.) Contractor will be responsible for determining actual sequence of activities.
However, all controls required for an activity must be in place prior to the initiation of
work.
The following is the sequence of construction for the bioretention areas. Note that the
bioretention area locations can be used as temporary sediment traps. However, after site
stabilization, they sliall be cleaned out before construction of the bioretcntion area. Thus,
the bioretention areas which act as infiltration facilities, will not be subject to sediment
from construction activities.
1. Install erosion and sediment control devices as shown on the drawings.
2. Grade site to elevations shown on the drawings. Stabilize grading except for the
bioretcntion areas.
3. Finish paving all roadways and parking lots.
4. Complete permanent seeding.
3-1
• 5. Remove trapped/accumulated sediments from bioretention area locations.
6. Excavate bioretention areas to proposed invert depth and scarify the existing soil
surfaces, taking care not to compact the in-situ materials.
7. Install underdrain system and clean outs/observation wells.
8. Backfill bioretention areas with planting soil as shown on the drawings and detailed in
the specifications. Overfilling is recommended to account for settlement.
9. Presoak the planting soil prior to planting vegetation to allow for settlement. This can
be done by water truck or allowing water to enter the pit from a rain event.
10. Excavate or fill to achieve proper design grade, leaving space for the upper layer of
mulch and/or topsoil that will bring the surface to final grade and ready for planting.
11. Plant vegetation specified in the landscape plan for bioretention area.
12. Mulch and install erosion protection at entrance points. Remove erosion and
sediment control devices after the site is stabilized.
E
•
3-2

APPENDIX A
Project Drawings and Details
(Drawings are attached separately)
Site Location Maps
Existing Drainage Areas
• Proposed Drainage Areas
Demolition Plan
Erosion Control Plans
Site Plans
Boring Logs
Grading Plans
Landscaping Plan
Utility Plans
Storm and Sanitary Sewer Profiles
Typical Road Sections
Detail Sheets
0
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APPENDIX B
Specifications
01355 Environment Protection
01356 Storm Water Pollution Prevention Measures
02270 Stone Protection
02630 Storm Drainage
02921 Seeding
02922 Sodding
02930 Exterior Plants
02931 Bioretention Areas
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SECTION TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
SECTION 01355A
ENVIRONMENTAL PROTECTION
02/05
PART 1 GENERAL
1.1 REFERENCES
1.2 DEFINITIONS
1.2.1 Environmental Pollution and Damage
1.2.2 Environmental Protection
1.2.3 Contractor Generated Hazardous Waste
1.2.4 Installation Pest Management Coordinator
1.2.5 Project Pesticide Coordinator
1.2.6 Land Application for Discharge Water
1.2.7 Pesticide
1.2.8 Pests
1.2.9 Surface Discharge
1.2.10 Waters of the United States
1.2.11 Wetlands
• 1.3 GENERAL REQUIREMENTS
1.4 SUBCONTRACTORS
1.5 PAYMENT
1.6 SUBMITTALS
1.7 ENVIRONMENTAL PROTECTION PLAN
1.7.1 Compliance
1.7.2 Contents
1.7.3 Appendix
1.8 PROTECTION FEATURES
1.9 NOT USED
1.10 ENVIRONMENTAL ASSESSMENT OF CONTRACT DEVIATIONS
1.11 NOTIFICATION
1.12 NOT USED
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.1 ENVIRONMENTAL PERMITS AND COMMITMENTS
3.2 LAND RESOURCES
3.2.1 Work Area Limits
3.2.2 Landscape
3.2.3 Erosion and Sediment Controls
3.2.4 Contractor Facilities and Work Areas
3.3 WATER RESOURCES
3.3.1 Cofferdams, Diversions, and Dewatering Operations
3.3.2 Not Used
3.3.3 Wetlands
3.4 AIR RESOURCES
3.4.1 Particulates
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3.4.2 Odors
3.4.3 Sound Intrusions
3.4.4 Burning
3.5 NOT USED
3.6 CHEMICAL MATERIALS MANAGEMENT AND WASTE DISPOSAL
3.6.1 Solid Wastes
3.6.2 Chemicals and Chemical Wastes
3.6.3 Contractor Generated Hazardous Wastes/Excess Hazardous Materials
3.6.4 Fuel and Lubricants
3.6.5 Waste Water
3.7 RECYCLING AND WASTE MINIMIZATION
3.8 NON-HAZARDOUS SOLID WASTE DIVERSION REPORT
3.9 HISTORICAL, ARCHAEOLOGICAL, AND CULTURAL RESOURCES
3.10 BIOLOGICAL RESOURCES
3.11 INTEGRATED PEST MANAGEMENT
3.11.1 Pesticide Delivery and Storage
3.11.2 Qualifications
3.11.3 Pesticide Handling Requirements
3.11.4 Application
3.12 PREVIOUSLY USED EQUIPMENT
3.13 MAINTENANCE OF POLLUTION FACILITIES
3.14 MILITARY MUNITIONS
3.15 TRAINING OF CONTRACTOR PERSONNEL
3.16 NOT USED
3.17 POST CONSTRUCTION CLEANUP
-- End of Section Table of Contents --
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•
SECTION 01355A
ENVIRONMENTAL PROTECTION
02/05
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 within the text by the
basic designation only.
U.S. AIR FORCE (USAF)
AFI 32-1053 (1999) Pest Management Program
U.S. ARMY (DA)
•
DA AR 200-5 (1999) Pest Management
U.S. ARMY CORPS OF ENGINEERS (USAGE)
EM 385-1-1 (2003) Safety -- Safety and Health
Requirements
WETLAND MANUAL Corps of Engineers Wetlands Delineation
Manual Technical Report Y-87-1
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

33 CFR 328 Definitions of Waters of the United States
40 CFR 152 - 186 Pesticide Programs
40 CFR 260 Hazardous Waste Management System: General
40 CFR 261 Identification and Listing of Hazardous
Waste
40 CFR 262 Standards Applicable to Generators of
Hazardous Waste
40 CFR 279 Standards for the Management of Used Oil
40 CFR 302 Designation, Reportable Quantities, and
Notification
40 CFR 355 Emergency Planning and Notification
40 CFR 68 Chemical Accident Prevention Provisions
49 CFR 171 - 178 Hazardous Materials Regulations
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• 1.2 DEFINITIONS
1.2.1 Environmental Pollution and Damage
Environmental pollution and damage is the presence of chemical, physical,
or biological elements or agents which adversely affect human health or
welfare; unfavorably alter ecological balances of importance to human life;
affect other species of importance to humankind; or degrade the environment
aesthetically, culturally and/or historically.
1.2.2 Environmental Protection
Environmental protection is the prevention/control of pollution and habitat
disruption that may occur to the environment during construction. The
control of environmental pollution and damage requires consideration of
land, water, and air; biological and cultural resources; and includes
management of visual aesthetics; noise; solid, chemical, gaseous, and
liquid waste; radiant energy and radioactive material as well as other
pollutants.
1.2.3 Contractor Generated Hazardous Waste
Contractor generated hazardous waste means materials that, if abandoned or
disposed of, may meet the definition of a hazardous waste. These waste
streams would typically consist of material brought on site by the
Contractor to execute work, but are not fully consumed during the course of
construction. Examples include, but are not limited to, excess paint
is thinners (i.e. methyl ethyl ketone, toluene etc.), waste thinners,excess
paints, excess solvents, waste solvents, and excess pesticides, and
contaminated pesticide equipment rinse water.
1.2.4 Installation Pest Management Coordinator
Installation Pest Management Coordinator (IPMC) is the individual
officially designated by the Installation Commander to oversee the
Installation Pest Management Program and the Installation Pest Management
Plan.
1.2.5 Project Pesticide Coordinator
The Project Pesticide Coordinator (PPC) is an individual that resides at a
Civil Works Project office and that is responsible for oversight of
pesticide application on Project grounds.
1.2.6 Land Application for Discharge Water
The term "Land Application" for discharge water implies that the Contractor
shall discharge water at a rate which allows the water to percolate into
the soil. No sheeting action, soil erosion, discharge into storm sewers,
discharge into defined drainage areas, or discharge into the "waters of the
United States" shall occur. Land Application shall be in compliance with
all applicable Federal, State, and local laws and regulations.
1.2.7 Pesticide
Pesticide is defined as any substance or mixture of substances intended for
O Preventing, destroying, repelling, or mitigating any pest, or intended for
use as a plant regulator, defoliant or desiccant.
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1.2.8 Pests
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The term "pests" means arthropods, birds, rodents, nematodes, fungi,
bacteria, viruses, algae, snails, marine borers, snakes, weeds and other
organisms (except for human or animal disease-causing organisms) that
adversely affect readiness, military operations, or the well-being of
personnel and animals; attack or damage real property, supplies, equipment,
or vegetation; or are otherwise undesirable.
1.2.9 Surface Discharge
The term "Surface Discharge" implies that the water is discharged with
possible sheeting action and subsequent soil erosion may occur. Waters
that are surface discharged may terminate in drainage ditches, storm
sewers,creeks, and/or "waters of the United States" and would require a
permit to discharge water from the governing agency.
1.2.10 Waters of the United States
All waters which are under the jurisdiction of the Clean Water Act, as
defined in 33 CFR 328.
1.2.11 Wetlands
Wetlands means those areas that are inundated or saturated by surface or
ground water at a frequency and duration sufficient to support, and that
under normal circumstances do support, a prevalence of vegetation typically
adapted for life in saturated soil conditions. Wetlands generally include
• swamps, marshes, and bogs. Official determination of whether or not an
area is classified as a wetland must be done in accordance with WETLAND
MANUAL.
1.3 GENERAL REQUIREMENTS
The Contractor shall minimize environmental pollution and damage that may
occur as the result of construction operations. The environmental
resources within the project boundaries and those affected outside the
limits of permanent work shall be protected during the entire duration of
this contract. The Contractor shall comply with all applicable
environmental Federal, State, and local laws and regulations. The
Contractor shall be responsible for any delays resulting from failure to
comply with environmental laws and regulations.
1.4 SUBCONTRACTORS
The Contractor shall ensure compliance with this section by subcontractors.
1.5 PAYMENT
No separate payment will be made for work covered under this section. The
Contractor shall be responsible for payment of fees associated with
environmental permits, application, and/or notices obtained by the
Contractor. All costs associated with this section shall be included in
the contract price. The Contractor shall be responsible for payment of all
fines/fees for violation or non-compliance with Federal, State, Regional
and local laws and regulations.
•
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1.6 SUBMITTALS
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Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted in accordance with Section 01330 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Environmental Protection Plan; G, RE.
The environmental protection plan.

1.7 ENVIRONMENTAL PROTECTION PLAN
Prior to commencing construction activities or delivery of materials to the
site, the Contractor shall submit an Environmental Protection Plan for
review and approval by the Contracting Officer. The purpose of the
Environmental Protection Plan is to present a comprehensive overview of
known or potential environmental issues which the Contractor must address
during construction. Issues of concern shall be defined within the
Environmental Protection Plan as outlined in this section. The Contractor
shall address each topic at a level of detail commensurate with the
environmental issue and required construction task(s). Topics or issues
which are not identified in this section, but which the Contractor
considers necessary, shall be identified and discussed after those items
formally identified in this section. Prior to submittal of the
Environmental Protection Plan, the Contractor shall meet with the
Contracting Officer for the purpose of discussing the implementation of the
initial Environmental Protection Plan; possible subsequent additions and
revisions to the plan including any reporting requirements; and methods for
administration of the Contractor's Environmental Plans. The Environmental
Protection Plan shall be current and maintained onsite by the Contractor.
1.7.1 Compliance
No requirement in this Section shall be construed as relieving the
Contractor of any applicable Federal, State, and local environmental
protection laws and regulations. During Construction, the Contractor shall
be responsible for identifying, implementing, and submitting for approval
any additional requirements to be included in the Environmental Protection
Plan.
1.7.2 Contents
The environmental protection plan shall include, but shall not be limited
to, the following:
a. Name(s) of person(s) within the Contractor's organization who
is(are) responsible for ensuring adherence to the Environmental
Protection Plan.
b. Name(s) and qualifications of person(s) responsible for manifesting
hazardous waste to be removed from the site, if applicable.
•
C. Name(s) and qualifications of person(s) responsible for training
the Contractor's environmental protection personnel.
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d. Description of the Contractor's environmental protection personnel
training program.
e. An erosion and sediment control plan which identifies the type and
location of the erosion and sediment controls to be provided. The plan
shall include monitoring and reporting requirements to assure that the
control measures are in compliance with the erosion and sediment
control plan, Federal, State, and local laws and regulations. A Storm
Water Pollution Prevention Plan (SWPPP) may be substituted for this
plan.
f. Drawings showing locations of proposed temporary excavations or
embankments for haul roads, stream crossings, material storage areas,
structures, sanitary facilities, and stockpiles of excess or spoil
materials including methods to control runoff and to contain materials
on the site.
g. Traffic control plans including measures to reduce erosion of
temporary roadbeds by construction traffic, especially during wet
weather. Plan shall include measures to minimize the amount of mud
transported onto paved public roads by vehicles or runoff.
h. Work area plan showing the proposed activity in each portion of the
area and identifying the areas of limited use or nonuse. Plan should
include measures for marking the limits of use areas including methods
for protection of features to be preserved within authorized work areas.
•
i. Drawing showing the location of borrow areas.
j. The Spill Control plan shall include the procedures, instructions,
and reports to be used in the event of an unforeseen spill of a
substance regulated by 40 CFR 68, 40 CFR 302, 40 CFR 355, and/or
regulated under state or Local laws and regulations. The Spill Control
Plan supplements the requirements of EM 385-1-1. This plan shall
include as a minimum:
1. The name of the individual who will report any spills or
hazardous substance releases and who will follow up with complete
documentation. This individual shall immediately notify the
Contracting Officer and the local Fire Department in addition to
the legally required Federal, State, and local reporting channels
(including the National Response Center 1-800-424-8802) if a
reportable quantity is released to the environment. The plan
shall contain a list of the required reporting channels and
telephone numbers.
f
2. The name and qualifications of the individual who will be
responsible for implementing and supervising the containment and
cleanup.
3. Training requirements for Contractor's personnel and methods
of accomplishing the training.
4. A list of materials and equipment to be immediately available
at the job site, tailored to cleanup work of the potential
hazard(s) identified.
5. The names and locations of suppliers of containment materials
and locations of additional fuel oil recovery, cleanup,
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restoration, and material-placement equipment available in case of
an unforeseen spill emergency.
6. The methods and procedures to be used for expeditious
contaminant cleanup.
k. A non-hazardous solid waste disposal plan identifying methods and
locations for solid waste disposal including clearing debris. The plan
shall include schedules for disposal. The Contractor shall identify
any subcontractors responsible for the transportation and disposal of
solid waste. Licenses or permits shall be submitted for solid waste
disposal sites that are not a commercial operating facility. Evidence
of the disposal facility's acceptance of the solid waste shall be
attached to this plan during the construction. The Contractor shall
attach a copy of each of the Non-hazardous Solid Waste Diversion
Reports to the disposal plan. The report shall be submitted on the
first working day after the first quarter that non-hazardous solid
waste has been disposed and/or diverted and shall be for the previous
quarter (e.g. the first working day of January, April, July, and
October). The report shall indicate the total amount of waste
generated and total amount of waste diverted in cubic yards or tons
along with the percent that was diverted.
•
1. A recycling and solid waste minimization plan with a list of
measures to reduce consumption of energy and natural resources. The
plan shall detail the Contractor's actions to comply with and to
participate in Federal, State, Regional, and local government sponsored
recycling programs to reduce the volume of solid waste at the source.
M. An air pollution control plan detailing provisions to assure that
dust, debris, materials, trash, etc., do not become air borne and
travel off the project site.
n. A contaminant prevention plan that: identifies potentially
hazardous substances to be used on the job site; identifies the
intended actions to prevent introduction of such materials into the
air, water, or ground; and details provisions for compliance with
Federal, State, and local laws and regulations for storage and handling
of these materials. In accordance with EM 385-1-1, a copy of the
Material Safety Data Sheets (MSDS) and the maximum quantity of each
hazardous material to be on site at any given time shall be included in
the contaminant prevention plan. As new hazardous materials are
brought on site or removed from the site, the plan shall be updated.
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o. A waste water management plan that identifies the methods and
procedures for management and/or discharge of waste waters which are
directly derived from construction activities, such as concrete curing
water, clean-up water, dewatering of ground water, disinfection water,
hydrostatic test water, and water used in flushing of lines. If a
settling/retention pond is required, the plan shall include the design
of the pond including drawings, removal plan, and testing requirements
for possible pollutants. If land application will be the method of
disposal for the waste water, the plan shall include a sketch showing
the location for land application along with a description of the
pretreatment methods to be implemented. If surface discharge will be
the method of disposal, a copy of the permit and associated documents
shall be included as an attachment prior to discharging the waste
water. If disposal is to a sanitary sewer, the plan shall include
documentation that the Waste Water Treatment Plant Operator has
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• approved the flow rate, volume, and type of discharge.
p. A historical, archaeological, cultural resources biological
resources and wetlands plan that defines procedures for identifying and
protecting historical, archaeological, cultural resources, biological
resources and wetlands known to be on the project site: and/or
identifies procedures to be followed if historical archaeological,
cultural resources, biological resources and wetlands not previously
known to be onsite or in the area are discovered during construction.
The plan shall include methods to assure the protection of known or
discovered resources and shall identify lines of communication between
Contractor personnel and the Contracting Officer.
q. A pesticide treatment plan shall be included and updated, as
information becomes available. The plan shall include: sequence of
treatment, dates, times, locations, pesticide trade name, EPA
registration numbers, authorized uses, chemical composition,
formulation, original and applied concentration, application rates of
active ingredient (i.e. pounds of active ingredient applied), equipment
used for application and calibration of equipment. The Contractor is
responsible for Federal, State, Regional and Local pest management
record keeping and reporting requirements as well as any additional
Installation Project office specific requirements. The Contractor
shall follow DA AR 200-5 Pest Management, Chapter 2, Section III "Pest
Management Records and Reports" for data required to be reported to the
Installation.
1.7.3 Appendix
Copies of all environmental permits, permit application packages, approvals
to construct, notifications, certifications, reports, and termination
documents shall be attached,as an appendix, to the Environmental Protection
Plan.
1.8 PROTECTION FEATURES
This paragraph supplements the Contract Clause PROTECTION OF EXISTING
VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND IMPROVEMENTS. Prior to
start of any onsite construction activities, the Contractor and the
Contracting Officer shall make a joint condition survey. Immediately
following the survey, the Contractor shall prepare a brief report including
a plan describing the features requiring protection under the provisions of
the Contract Clauses, which are not specifically identified on the drawings
as environmental features requiring protection along with the condition of
trees, shrubs and grassed areas immediately adjacent to the site of work
and adjacent to the Contractor's assigned storage area and access route(s),
as applicable. This survey report shall be signed by both the the
Contractor and the Contracting Officer upon mutual agreement as to its
accuracy and completeness. The Contractor shall protect those
environmental features included in the survey report and any indicated on
the drawings, regardless of interference which their preservation may cause
to the Contractor's work under the contract.
1.9 NOT USED
1.10 ENVIRONMENTAL ASSESSMENT OF CONTRACT DEVIATIONS
• Any deviations, requested by the Contractor, from the drawings,plans and
specifications which may have an environmental impact will be subject to
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approval by the Contracting officer and may require an extended review,
processing, and approval time. The Contracting officer reserves the right
to disapprove alternate methods, even if they are more cost effective, if
the Contracting Officer determines that the proposed alternate method will
have an adverse environmental impact.
1.11 NOTIFICATION
The Contracting officer will notify the Contractor in writing of any
observed noncompliance with Federal, State or local environmental laws or
regulations, permits, and other elements of the Contractor's Environmental
Protection plan. The Contractor shall, after receipt of such notice,
inform the Contracting officer of the proposed corrective action and take
such action when approved by the Contracting Officer. The Contracting
officer may issue an order stopping all or part of the work until
satisfactory corrective action has been taken. No time extensions shall be
granted or equitable adjustments allowed to the Contractor for any such
suspensions. This is in addition to any other actions the Contracting
officer may take under the contract, or in accordance with the Federal
Acquisition Regulation or Federal Law.
1.12 NOT USED
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.1 ENVIRONMENTAL PERMITS AND COMMITMENTS
The Contractor shall be responsible for obtaining and complying with all
environmental permits and commitments required by Federal, State, Regional,
and local environmental laws and regulations.
3.2 LAND RESOURCES
The Contractor shall confine all activities to areas defined by the
drawings and specifications. Prior to the beginning of any construction,
the Contractor shall identify any land resources to be preserved within the
work area. Except in areas indicated on the drawings or specified to be
cleared, the Contractor shall not remove, cut, deface, injure, or destroy
land resources including trees, shrubs, vines, grasses, topsoil, and land
forms without approval. No ropes, cables, or guys shall be fastened to or
attached to any trees for anchorage unless specifically authorized. The
Contractor shall provide effective protection for land and vegetation
resources at all times as defined in the following subparagraphs. Stone,
soil, or other materials displaced into uncleared areas shall be removed by
the Contractor.
3.2.1 Work Area Limits
Prior to commencing construction activities, the Contractor shall mark the
areas that need not be disturbed under this contract. Isolated areas
within the general work area which are not to be disturbed shall be marked
or fenced. Monuments and markers shall be protected before construction
operations commence. Where construction operations are to be conducted
during darkness, any markers shall be visible in the dark. The
Contractor's personnel shall be knowledgeable of the purpose for marking
and/or protecting particular objects.
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3.2.2 Landscape
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Trees, shrubs, vines, grasses, land forms and other landscape features
indicated and defined on the drawings to be preserved shall be clearly
identified by marking, fencing, or wrapping with boards, or any other
approved techniques. The Contractor shall restore landscape features
damaged or destroyed during construction operations outside the limits of
the approved work area.
3.2.3 Erosion and Sediment Controls
The Contractor shall be responsible for providing erosion and sediment
control measures in accordance with Federal, State, and local laws and
regulations. The erosion and sediment controls selected and maintained by
the Contractor shall be such that water quality standards are not violated
as a result of the Contractor's construction activities. The area of bare
soil exposed at any one time by construction operations should be kept to a
minimum. The Contractor shall construct or install temporary and permanent
erosion and sediment control best management practices (BMPs) as indicated
on the drawings and as specified in Section 01356A STORM WATER POLLUTION
PREVENTION MEASURES. BMPs may include, but not be limited to, vegetation
cover, stream bank stabilization, slope stabilization, silt fences,
construction of terraces, interceptor channels, sediment traps, inlet and
outfall protection, diversion channels, and sedimentation basins. Any
temporary measures shall be removed after the area has been stabilized.
3.2.4 Contractor Facilities and Work Areas
The Contractor's field offices, staging
temporary buildings shall be placed in
as directed by the Contracting Officer.
of Contractor facilities shall be made
sediment controls shall be provided for
prevent sediment from entering nearby
embankments for plant and/or work areas
adjacent areas.
areas, stockpile storage, and
areas designated on the drawings or
Temporary movement or relocation
only when approved. Erosion and
on-site borrow and spoil areas to
waters. Temporary excavation and
shall be controlled to protect
3.3 WATER RESOURCES
The Contractor shall monitor construction activities to prevent pollution
of surface and ground waters. Toxic or hazardous chemicals shall not be
applied to soil or vegetation unless otherwise indicated. All water areas
affected by construction activities shall be monitored by the Contractor.
For construction activities immediately adjacent to impaired surface
waters, the Contractor shall be capable of quantifying sediment or
pollutant loading to that surface water when required by State or Federally
issued Clean Water Act permits.
3.3.1 Cofferdams, Diversions, and Dewatering Operations
anti-degradation provisions.
Construction operations for dewatering shall be controlled at all times to
maintain compliance with existing State water quality standards and
designated uses of the surface water body. The Contractor shall comply
with the State of North Carolina water quality standards and
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3.3.2 Not Used
3.3.3 Wetlands
RCCO
The Contractor shall not enter, disturb, destroy, or allow discharge of
contaminants into any wetlands except as authorized herein. The Contractor
shall be responsible for the protection of wetlands shown on the drawings
in accordance with paragraph ENVIRONMENTAL PERMITS, REVIEWS, AND APPROVALS.
Authorization to enter specific wetlands identified shall not relieve the
Contractor from any obligation to protect other wetlands within, adjacent
to, or in the vicinity of the construction site and associated boundaries.
3.4 AIR RESOURCES
Equipment operation, activities, or processes performed by the Contractor
shall be in accordance with all Federal and State air emission and
performance laws and standards.
3.4.1 Particulates
Dust particles; aerosols and gaseous by-products from construction
activities; and processing and preparation of materials, such as from
asphaltic batch plants; shall be controlled at all times, including
weekends, holidays and hours when work is not in progress. The Contractor
shall maintain excavations, stockpiles, haul roads, permanent and temporary
access roads, plant sites, spoil areas, borrow areas, and other work areas
within or outside the project boundaries free from particulates which would
cause the Federal, State, and local air pollution standards to be exceeded
or which would cause a hazard or a nuisance. Sprinkling, chemical
treatment of an approved type, baghouse, scrubbers, electrostatic
precipitators or other methods will be permitted to control particulates in
the work area. Sprinkling, to be efficient, must be repeated to keep the
disturbed area damp at all times. The Contractor must have sufficient,
competent equipment available to accomplish these tasks. Particulate
control shall be performed as the work proceeds and whenever a particulate
nuisance or hazard occurs. The Contractor shall comply with all State and
local visibility regulations.
3.4.2 Odors
odors from construction activities shall be controlled at all times. The
odors shall not cause a health hazard and shall be in compliance with State
regulations and/or local ordinances.
3.4.3 Sound Intrusions
The Contractor shall keep construction activities under surveillance and
control to minimize environment damage by noise. The Contractor shall
comply with the provisions of the State of North Carolina rules.
3.4.4 Burning
Burning shall be prohibited on the Government premises.
3.5 NOT USED
S 3.6 CHEMICAL MATERIALS MANAGEMENT AND WASTE DISPOSAL
Disposal of wastes shall be as directed below, unless otherwise specified
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in other sections and/or shown on the drawings.
3.6.1 Solid Wastes
Solid wastes (excluding clearing debris) shall be placed in containers
which are emptied on a regular schedule. Handling, storage, and disposal
shall be conducted to prevent contamination. Segregation measures shall be
employed so that no hazardous or toxic waste will become co-mingled with
solid waste. The Contractor shall transport solid waste off Government
property and dispose of it in compliance with Federal, State, and local
requirements for solid waste disposal. A Subtitle D RCRA permitted
landfill shall be the minimum acceptable off-site solid waste disposal
option. The Contractor shall verify that the selected transporters and
disposal facilities have the necessary permits and licenses to operate.
3.6.2 Chemicals and Chemical Wastes
Chemicals shall be dispensed ensuring no spillage to the ground or water.
Periodic inspections of dispensing areas to identify leakage and initiate
corrective action shall be performed and documented. This documentation
will be periodically reviewed by the Government. Chemical waste shall be
collected in corrosion resistant, compatible containers. Collection drums
shall be monitored and removed to a staging or storage area when contents
are within 6 inches of the top. Wastes shall be classified, managed,
stored, and disposed of in accordance with Federal, State, and local laws
and regulations.
3.6.3 Contractor Generated Hazardous Wastes/Excess Hazardous Materials
Hazardous wastes are defined in 40 CFR 261, or are as defined by
applicable State and local regulations. Hazardous materials are defined in
49 CFR 171 - 178. The Contractor shall, at a minimum, manage and store
hazardous waste in compliance with 40 CFR 262 and shall manage and store
hazardous waste in accordance with the Project office hazardous waste
management plan. The Contractor shall take sufficient measures to prevent
spillage of hazardous and toxic materials during dispensing. The
Contractor shall segregate hazardous waste from other materials and wastes,
shall protect it from the weather by placing it in a safe covered location,
and shall take precautionary measures such as berming or other appropriate
measures against accidental spillage. The Contractor shall be responsible
for storage, describing, packaging, labeling, marking, and placarding of
hazardous waste and hazardous material in accordance with 49 CFR 171 - 178,
State, and local laws and regulations. The Contractor shall transport
Contractor generated hazardous waste off Government property within 60 days
in accordance with the Environmental Protection Agency and the Department
of Transportation laws and regulations. The Contractor shall dispose of
hazardous waste in compliance with Federal, State and local laws and
regulations. Spills of hazardous or toxic materials shall be immediately
reported to the Contracting Officer. Cleanup and cleanup costs due to
spills shall be the Contractor's responsibility. The disposition of
Contractor generated hazardous waste and excess hazardous materials are the
Contractor's responsibility.
3.6.4 Fuel and Lubricants
Storage, fueling and lubrication of
conducted in a manner that affords
evaporation. Fuel, lubricants and
accordance with all Federal, State,
equipment and motor vehicles shall be
the maximum protection against spill and
oil shall be managed and stored in
Regional, and local laws and
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regulations. Used lubricants and used oil to be discarded shall be stored
in marked corrosion-resistant containers and recycled or disposed in
accordance with 40 CFR 279, State, and local laws and regulations.
Storage of fuel on the project site shall be accordance with all Federal,
State, and local laws and regulations.
3.6.5 Waste Water
Disposal of waste water shall be as specified below.
a. Waste water from construction activities, such as onsite material
processing, concrete curing, foundation and concrete clean-up,
water used in concrete trucks, forms, etc. shall not be allowed to
enter water ways or to be discharged prior to being treated to
remove pollutants. The Contractor shall dispose of the
construction related waste water off-Government property in
accordance with all Federal, State, Regional and Local laws and
regulations or by collecting and placing it in a retention pond
where suspended material can be settled out and/or the water can
evaporate to separate pollutants from the water. The site for the
retention pond shall be coordinated and approved with the
Contracting Officer. The residue left in the pond prior to
completion of the project shall be removed, tested, and disposed
off-Government property in accordance with Federal, State, and
local laws and regulations. The area shall be backfilled to the
original grade, top-soiled and seeded/sodded.
b. For discharge of ground water, the Contractor shall surface
discharge in accordance with the requirements of the NPDES or
State STORM WATER DISCHARGES FROM CONSTRUCTION SITES permit.
C. Water generated from the flushing of lines after disinfection or
disinfection in conjunction with hydrostatic testing shall be land
applied in accordance with all Federal, State, and local laws and
regulations for land application.
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3.7 RECYCLING AND WASTE MINIMIZATION
The Contractor shall participate in State and local government sponsored
recycling programs. The Contractor is further encouraged to minimize solid
waste generation throughout the duration of the project.
3.8 NON-HAZARDOUS SOLID WASTE DIVERSION REPORT
The Contractor shall maintain an inventory of non-hazardous solid waste
diversion and disposal of construction and demolition debris. The
Contractor shall submit a report to the Department of the Army through the
Contracting Officer on the first working day after each fiscal year
quarter, starting the first quarter that non-hazardous solid waste has been
generated. The following shall be included in the report:
a. Construction and Demolition (C&D) Debris Disposed = in cubic
yards or tons, as appropriate.
b. Construction and Demolition (C&D) Debris Recycled = in cubic
yards or tons, as appropriate.
c. Total C&D Debris Generated = in cubic yards or tons, as
appropriate.
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d. Waste Sent to Waste-To-Energy Incineration Plant (This amount
should not be included in the recycled amount) = in cubic
yards or tons, as appropriate.
3.9 HISTORICAL, ARCHAEOLOGICAL, AND CULTURAL RESOURCES
If during excavation or other construction activities any previously
unidentified or unanticipated historical, archaeological, and cultural
resources are discovered or found, all activities that may damage or alter
such resources shall be temporarily suspended. Resources covered by this
paragraph include but are not limited to: any human skeletal remains or
burials; artifacts; shell, midden, bone, charcoal, or other deposits; rock
or coral alignments, pavings, wall, or other constructed features; and any
indication of agricultural or other human activities. Upon such discovery
or find, the Contractor shall immediately notify the Contracting Officer so
that the appropriate authorities may be notified and a determination made
as to their significance and what, if any, special disposition of the finds
should be made. The Contractor shall cease all activities that may result
in impact to or the destruction of these resources. The Contractor shall
secure the area and prevent employees or other persons from trespassing on,
removing, or otherwise disturbing such resources.
3.10 BIOLOGICAL RESOURCES
The Contractor shall minimize interference with, disturbance to, and damage
to fish, wildlife, and plants including their habitat. The Contractor
shall be responsible for the protection of threatened and endangered animal
and plant species including their habitat in accordance with Federal,
State, Regional, and local laws and regulations.
3.11 INTEGRATED PEST MANAGEMENT
In order to minimize impacts to existing fauna and flora, the Contractor,
through the Contracting Officer, shall coordinate with the Project
Pesticide Coordinator (PPC)at the earliest possible time prior to pesticide
application. The Contractor shall discuss integrated pest management
strategies with the PPC and receive concurrence from the PPC through the
COR prior to the application of any pesticide associated with these
specifications. Project Office Pest Management personnel shall be given
the opportunity to be present at all meetings concerning treatment measures
for pest or disease control and during application of the pesticide. For
termiticide requirements see Section 02360 SOIL TREATMENT FOR SUBTERRANEAN
TERMITE CONTROL. The use and management of pesticides are regulated under
40 CFR 152 - 186.
3.11.1 Pesticide Delivery and Storage
Pesticides shall be delivered to the site in the original, unopened
containers bearing legible labels indicating the EPA registration number
and the manufacturer's registered uses. Pesticides shall be stored
according to manufacturer's instructions and under lock and key when
unattended.
3.11.2 Qualifications
For the application of pesticides, the Contractor shall use the services of
a subcontractor whose principal business is pest control. The
subcontractor shall be licensed and certified in the state where the work
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is to be performed.
3.11.3 Pesticide Handling Requirements
RCCO
The Contractor shall formulate, treat with, and dispose of pesticides and
associated containers in accordance with label directions and shall use the
clothing and personal protective equipment specified on the labeling for
use during all phases of the application. Material Safety Data Sheets
(MSDS)shall be available for all pesticide products.
3.11.4 Application
Pesticides shall be applied by a State Certified Pesticide Applicator in
accordance with EPA label restrictions and recommendation. The Certified
Applicator shall wear clothing and personal protective equipment as
specified on the pesticide label. Water used for formulating shall only
come from locations designated by the Contracting Officer. The Contractor
shall not allow the equipment to overflow. Prior to application of
pesticide, all equipment shall be inspected for leaks, clogging, wear, or
damage and shall be repaired prior to being used.
3.12 PREVIOUSLY USED EQUIPMENT
The Contractor shall clean all previously used construction equipment prior
to bringing it onto the project site. The Contractor shall ensure that the
equipment is free from soil residuals, egg deposits from plant pests,
noxious weeds, and plant seeds. The Contractor shall consult with the USDA
® jurisdictional office for additional cleaning requirements.
3.13 MAINTENANCE OF POLLUTION FACILITIES
The Contractor shall maintain permanent and temporary pollution control
facilities and devices for the duration of the contract or for that length
of time construction activities create the particular pollutant.
3.14 MILITARY MUNITIONS
In the event the Contractor discovers or uncovers military munitions as
defined in 40 CFR 260, the Contractor shall immediately stop work in that
area and immediately inform the Contracting Officer.
3.15 TRAINING OF CONTRACTOR PERSONNEL
The Contractor's personnel shall be trained in all phases of environmental
protection and pollution control. The Contractor shall conduct
environmental protection/pollution control meetings for all Contractor
personnel prior to commencing construction activities. Additional meetings
shall be conducted for new personnel and when site conditions change. The
training and meeting agenda shall include: methods of detecting and
avoiding pollution; familiarization with statutory and contractual
pollution standards; installation and care of devices, vegetative covers,
and instruments required for monitoring purposes to ensure adequate and
continuous environmental protection/pollution control; anticipated
hazardous or toxic chemicals or wastes, and other regulated contaminants;
recognition and protection of archaeological sites, artifacts, wetlands,
and endangered species and their habitat that are known to be in the area.
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3.16 NOT USED
3.17 POST CONSTRUCTION CLEANUP
RCCO
The Contractor shall clean up all areas used for construction in accordance
with Contract Clause: "Cleaning Up". The Contractor shall, unless
otherwise instructed in writing by the Contracting officer, obliterate all
signs of temporary construction facilities such as haul roads, work area,
structures, foundations of temporary structures, stockpiles of excess or
waste materials, and other vestiges of construction prior to final
acceptance of the work. The disturbed area shall be graded, filled and the
entire area seeded unless otherwise indicated.
-- End of Section --
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SECTION TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
SECTION 01356A
STORM WATER POLLUTION PREVENTION MEASURES
08/96
C?
PART 1 GENERAL
1.1 REFERENCES
1.2 GENERAL
1.3 SUBMITTALS
1.4 EROSION AND SEDIMENT CONTROLS
1.4.1 Stabilization Practices
1.4.1.1 Unsuitable Conditions
1.4.1.2 No Activity for Less Than 21 Days
1.4.2 Structural Practices
1.4.2.1 Silt Fences
1.4.2.2 Temporary Gravel Construction Entrance/Exit Pad
1.4.2.3 Inlet Protection
1.4.2.4 Stone Silt Checks
1.4.2.5 Stone Sediment Traps
1.4.2.6 Silt Fence Rock Overflows
1.5 ANTICIPATED SEQUENCE OF CONSTRUCTION
1.6 DEMONSTRATION OF COMPLIANCE WITH FEDERAL, STATE, AND LOCAL
REGULATIONS
1.7 EROSION AND SEDIMENT CONTROL PLAN AND NOTICE OF INTENT
1.8 SPILL PREVENTION
1.8.1 Good Housekeeping
1.8.2 Hazardous Products:
1.9 SPILL PREVENTION PRACTICES
1.10 SPILL PLANNING AND RESPONSE TRAINING REQUIREMENTS
1.11 SPILL REPORTING
1.12 PRODUCT SPECIFIC PRACTICES
1.12.1 Petroleum Products
1.12.2 Fertilizer
1.12.3 Paints, Solvents, and Sealant:
1.12.4 Concrete Trucks
1.13 Waste Disposal
1.14 Offsite Vehicle Tracking
PART 2 PRODUCTS
2.1 COMPONENTS FOR SILT FENCES
2.1.1 Filter Fabric
2.1.2 Silt Fence Stakes and Posts
2.1.3 Mill Certificate or Affidavit
2.1.4 Identification Storage and Handling
2.2 NOT USED
0 PART 3 EXECUTION

3.1 INSTALLATION OF SILT FENCES
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3.2 INSTALLATION OF TEMPORARY CONSTRUCTION ENTRANCE/EXIT PAD
3.3 TEMPORARY SEEDING AND MULCHING
3.4 STONE SILT CHECKS AND SEDIMENT TRAPS
3.5 MAINTENANCE
3.5.1 Silt Fence Maintenance
3.5.2 Temporary Construction Entrance/Exit Pad
3.5.3 Temporary Seeding and Mulching
3.5.4 Stone Silt Checks and Sediment Traps
3.6 INSPECTIONS
3.6.1 General
3.6.2 Inspector
3.6.3 Inspections Details
3.6.4 Inspection Reports
-- End of Section Table of Contents --
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SECTION 01356A
STORM WATER POLLUTION PREVENTION MEASURES
08/96
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PART 1 GENERAL
RCCO
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D 4439 (2004) Geosynthetics
ASTM D 4491 (1999a) Water Permeability of Geotextiles
by Permittivity
ASTM D 4533 (1991; R 1996) Trapezoid Tearing Strength
of Geotextiles
ASTM D 4632 (1991; R 2003) Grab Breaking Load and
Elongation of Geotextiles
ASTM D 4751 (1999a) Determining Apparent Opening Size
of a Geotextile
ASTM D 4873 (2002) Identification, Storage, and
Handling of Geosynthetic Rolls and Samples
1.2 GENERAL
The Contractor shall implement the storm water pollution prevention
measures specified in this section in a manner which will meet the
requirements of Section 01355A ENVIRONMENTAL PROTECTION, and the New York
State Pollutant Discharge Elimination System (SPDES) Storm Water Pollution
Prevention Plan (SWPPP) which may be reviewed at the Niagara Air Reserve
Station Environmental Office.
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted in accordance with Section 01330 SUBMITTAL PROCEDURES:
SD-07 Certificates
Mill Certificate or Affidavit
is
Certificate attesting that the Contractor has met all specified
requirements.
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• SD-13 Records
Inspection Report
RCCO
Report of inspections of erosion and sediment control measures as
required in the Stormwater Pollution Prevention Plan.
Erosion and Sediment Control Professional; G, RE.
Name, qualifications, and experience of individual who will
conduct erosion and sediment control inspections.
1.4 EROSION AND SEDIMENT CONTROLS
The controls and measures required by the Contractor are described below.
1.4.1 Stabilization Practices
The stabilization practices to be implemented shall include temporary
seeding, sod stabilization, and stone protection (riprap). On his daily
CQC Report, the Contractor shall record the dates when the major grading
activities occur, (e.g., clearing and grubbing, excavation, embankment, and
grading); when construction activities temporarily or permanently cease on
a portion of the site; and when stabilization practices are initiated.
Except as provided in paragraphs UNSUITABLE CONDITIONS and NO ACTIVITY FOR
LESS THAN 21 DAYS, stabilization practices shall be initiated as soon as
practicable, but no more than 14 days, in any portion of the site where
construction activities have temporarily or permanently ceased.
1.4.1.1 Unsuitable Conditions
Where the initiation of stabilization measures by the fourteenth day after
construction activity temporarily or permanently ceases is precluded by
unsuitable conditions caused by the weather, stabilization practices shall
be initiated as soon as practicable after conditions become suitable.
1.4.1.2 No Activity for Less Than 21 Days
Where construction activity will resume on a portion of the site within 21
days from when activities ceased (e.g., the total time period that
construction activity is temporarily ceased is less than 21 days), then
stabilization practices do not have to be initiated on that portion of the
site by the fourteenth day after construction activity temporarily ceased.
1.4.2 Structural Practices
Structural practices shall be implemented to divert flows from exposed
soils, temporarily store flows, or otherwise limit runoff and the discharge
of pollutants from exposed areas of the site. Structural practices shall
be implemented in a timely manner during the construction process to
minimize erosion and sediment runoff. Structural practices shall include
the following devices. Location and details of installation and
construction are shown on the drawings.
1.4.2.1 Silt Fences
• The Contractor shall provide silt fences as a temporary structural practice
to minimize erosion and sediment runoff. Silt fences shall be properly
installed to effectively retain sediment immediately after completing each
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• Phase of work where erosion would occur in the form of sheet and rill
erosion (e.g. clearing and grubbing, excavation, embankment, and grading).
Silt fences shall be installed in the locations indicated on the drawings.
Final removal of silt fence barriers shall be upon approval by the
Contracting Officer.
1.4.2.2 Temporary Gravel Construction Entrance/Exit Pad
The Contractor shall provide a temporary gravel construction entrance/ exit
pad as a temporary structural practice to minimize the amount of mud
transported onto paved public roads. The temporary gravel construction
entrance/exit pad shall be installed at the location indicated on the
drawings. Final removal of the temporary construction entrance/exit pad
shall be upon approval by the Contracting Officer
1.4.2.3 Inlet Protection
The Contractor shall provide gravel or fabric inlet protection as a
temporary structural practice to minimize erosion and sediment runoff.
Gravel or fabric inlet protection shall be installed at the locations
indicated on the drawings. Final removal of inlet protection shall be upon
approval by the Contracting Officer.
1.4.2.4 Stone Silt Checks
The Contractor shall provide stone silt checks as a temporary structural
practice to minimize erosion and sediment runoff. Stone silt checks shall
be installed in the locations indicated on the drawings. Final removal of
• stone silt checks shall be upon approval by the Contracting Officer.
1.4.2.5 Stone Sediment Traps
The Contractor shall provide stone sediment traps as a temporary structural
practice to minimize erosion and sediment runoff. Stone sediment traps
shall be installed in the locations indicated on the drawings. Final
removal of stone sediment traps shall be upon approval by the Contracting
Officer.
1.4.2.6 Silt Fence Rock Overflows
The Contractor shall provide silt fence rock overflows as a temporary
structural practice to minimize erosion and sediment runoff. Stone Silt
fence rock overflows shall be installed at the locations indicated on the
drawings. Final removal of silt fence rock overflows shall be upon
approval by the Contracting Officer.
1.5 ANTICIPATED SEQUENCE OF CONSTRUCTION
Contractor shall construct temporary construction entrance/exit pad,
temporary and permanent ditches. Disturbed areas should be limited to that
required to perform work efficiently. Erosion control measures shall be
placed as shown on the plans as construction proceeds. Additional erosion
control measures may be required to comply with the SPDES once construction
begins. Any changes to the plan as herein described, will require an
amendment.
• Surface waters flowing towards the construction area shall be diverted
around the disturbed areas to reduce the erosion potential. Silt fences,
temporary ditches, and inlet protection devices shall be properly
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• constructed to detain runoff and trap sediment.
Construct new amenities including utilities, buildings, parking areas and
sidewalks.
Construct the bioretention areas.
Landscape and grade the site according to the drawings.
Upon completion of the project, remove all temporary controls and take any
sediment that is removed to a site approved by the Contracting Officer.
Any areas disturbed by the removal of the temporary controls shall be
seeded and mulched within 24 hours. The Contractor controls the actual
sequence, however, the sediment controls must be established prior to
initiation of work in any area.
1.6 DEMONSTRATION OF COMPLIANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS
All activities conducted under this contract will be performed in
accordance with federal, state and local regulations. The construction
contractor's specifications require compliance with all applicable
regulations.
1.7 EROSION AND SEDIMENT CONTROL PLAN AND NOTICE OF INTENT
The contractor will implement the Stormwater Pollution Prevention Plan as
shown on the plans and directed in these specifications. This plan must be
implemented in accordance with the SPDES permit. A Notice of Intent (NOI)
will be prepared by the U.S. Army Corps of Engineers and submitted to the
State of New York a minimum of fourteen days prior to the notice to proceed
being issued. The Contractor shall maintain a copy of the Stormwater
Pollution Prevention Plan in their construction trailer. Any changes made
to the plan must be documented and approved by the Contracting Officer.
1.8 SPILL PREVENTION
The following are the material management practices to reduce the risk of
spills or other accidental exposure of materials and substances to storm
water runoff.
1.8.1 Good Housekeeping
a. An effort will be made to store only enough products required to
perform the task. Storage shall meet Federal, State, and Local regulations
to include 150°% containment of bulk storage over 19 liters.
b. All materials stored onsite will be stored in a neat and orderly
manner in their appropriate containers. When possible material should be
stored under a roof or in an enclosed area. If this is not possible
material will be covered with a tarpaulin or suitable replacement to
prevent direct contact between storm water and the materials. All runoff
from the storage area will be routed through a control structure.
C. Products will be kept in their original containers with the original
manufacture's label.
d. Substances will not be mixed with one another unless recommended by
the manufacturer.
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e. Whenever possible, all of the product will be used up before disposing
of container.
f. Manufactures' recommendations for proper use and disposal will be
dictated by Federal, State and Local regulations. Manufactures'
recommendations for proper use and disposal will be followed if they are
more stringent then Federal, State or Local requirements.
g. The contractor will conduct daily inspections to ensure proper use and
disposal of materials onsite.
1.8.2 Hazardous Products:
These practices are used to reduce the risks associated with hazardous
materials and must be incorporated into the Pollution Prevention Plan:
a. Products will be kept in their original containers unless they are not
resealable.
b. Original labels and material safety data will be retained; they
contain important product information.
c. All containers will have the Diamond label affixed per the National
Fire Prevention Association's Publication 704.
d. Disposal of surplus product will be done as recommended by the
manufacturers' or as required by State and local regulations.
1.9 SPILL PREVENTION PRACTICES
In addition to good housekeeping and material management practices
discussed in the previous sections of this plan, a Site Specific Spill
Contingency Plan (SSSCP) must be prepared by the contractor. In addition
to the requirements of the SSSCP, the following practices must be followed
for spill prevention and cleanup:
a. Materials and equipment necessary for cleanup will be kept in the
material storage area. There will be enough equipment to supply at least
three men. Equipment and materials will include but not be limited to;
brooms, dust pans, mops, rags, gloves, goggles, absorbing compound such as
kitty litter, saw dust, sand, etc. and plastic and metal trash containers
specifically for this purpose.
b. Manufactures' recommended methods for spill cleanup will be clearly
posted and site personnel will be made aware of the procedures and the
location of information and cleanup supplies.
c. All spills will be cleaned up immediately after discovery.
d. The spill area will be kept well ventilated and personnel will wear
appropriate protective clothing to prevent injury from contact with a
hazardous substance.
C. All spills of toxic or hazardous materials will be reported to the
appropriate State or local government agency.
f. Once a spill has occurred, the spill prevention plan will be adjusted
to include measures to prevent this type of spill from recurring with a
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discussion of the appropriate cleanup for that type of spill. A
description of the spill, what caused it and the cleanup measures utilized
will be included.
g. The prime contractor will be responsible for the day-to-day site
operations, including spill prevention and will designate an employee by
name to be the primary cleanup coordinator. Each subcontractor bringing
more than 75 liters or 68 kilograms of a spillable substance shall also
designate a cleanup coordinator. The cleanup coordinators will designate
three additional site personnel for spill prevention and cleanup. Everyone
designated will be trained in spill prevention and cleanup.
1.10 SPILL PLANNING AND RESPONSE TRAINING REQUIREMENTS
1) All personnel involved with the management and handling of oil and
hazardous materials must be periodically trained in spill prevention and
response. The training will be similar to the Hazardous Communication
Program - Worker Right to Know and will include the following key features:
a) Health effects of exposure to oil or hazardous materials;
b) Applicable first aid procedures to be used following exposure;
c) Personal Protective Equipment requirements and procedures for using
equipment;
d) Evacuation procedures;
is e) Spill material combustibility and potential for flash-back along vapor
trails;
f) Fire fighting procedures and special hazards of combustible products;
g) Reactivity of spill material with common materials including water;
h) Use and maintenance of all alarms and monitoring equipment associated
with spill prevention or response;
i) Initial Notification procedures;
j) Site specific contingency plans;
k) Location of posted Site Specific Spill Contingency Plan;
1) Immediate spill response actions including location of pump controls and
valves to stop spill flow; location and use of fire extinguishers,
absorbents, neutralizing agents and other immediate spill response
procedures;
M) Visual inspection requirements of the particular areas; and
n) Purpose and requirements of good housekeeping.
2) Spill response training exercises will be conducted once per year for
personnel working at oil and hazardous material sites. Personnel entering
one of these positions will be trained within two weeks after starting work
40 and after any significant changes to the spill plan or training program.
Records of the type, extent, and frequency of each individual's training
will be maintained until closure of the applicable area or until three
SECTION 01356A Page 8
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Raleigh USARC
is years after the date the individual last worked in the area.
1.11 SPILL REPORTING
a) The first action to be taken in the event of a spill is to report the
spill. If you observe a release of a hazardous material, report it to your
supervisor and the Fire Department.
b) The Fire Department (or Range Control) must be promptly notified of any
of the following spills:
1) Any uncontrolled quantity of a hazardous substance, or if assistance is
needed by Fire Department or Environmental Division, or as instructed by
the MSDS or supervisor's discretion.
1.12 PRODUCT SPECIFIC PRACTICES
The following product specific practices will be followed on-site:
1.12.1 Petroleum Products
All vehicles will be periodically inspected for leaks and shall receive
regular preventative maintenance to reduce the chance of leaks occurring.
Petroleum products will be stored in tightly sealed containers that are
clearly labeled. Bulk storage areas will be equipped with secondary
containment appropriate for risk of loss from the primary container(s).
Storage shall meet Federal, State, and Local regulations. Secondary
containment shall hold 150% of the bulk amount stored over 5 gallons. The
• contractor will maintain a specific spill contingency and countermeasures
plan for the bulk storage area.
1.12.2 Fertilizer
Fertilizers used will be applied only in the minimum amounts recommended by
the manufacturer. Once applied, fertilizer will be worked into the soil to
limit exposure to storm water. The contents of any partially used bags of
fertilizer will be transferred to a sealable container to avoid spills.
1.12.3 Paints, Solvents, and Sealant:
All containers will be tightly sealed and in the storage area when not
being used. Excess materials will not be discharged into the storm sewer
system but will be properly disposed of according to manufacturers'
instructions or state and local regulations.
1.12.4 Concrete Trucks
Concrete trucks will be allowed to wash out, discharge surplus concrete and
drum wash water only in a designated area. All wash water from the
concrete trucks must be retained onsite and treated according to state and
local regulations. Upon completion of the job all discharges of surplus
concrete and any soil contaminated by the concrete wash water will be
removed from the site and taken to an approved disposal area. Water with
the potential of entering sinkholes or storm sewers will not be allowed to
be discharged.
0 1.13 Waste Disposal
Waste Material - All waste material will be collected and disposed of at an
SECTION 01356A Page 9
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RCCO
approved site during construction. No construction waste materials will be
buried on site. All personnel involved with waste material disposal will
be instructed on the correct procedures for waste disposal. Notices
stating these procedures will be posted in the office trailer and the
contractor's quality assurance designee will be responsible for seeing that
these procedures are followed.
Hazardous Waste - Any hazardous waste material generated or encountered
onsite will be disposed of in the manner specified by local or state
regulations or as recommended by the manufacturer. Site personnel will be
instructed in the disposal of hazardous waste and the procedures will be
posted. The quality assurance designee will be responsible for seeing that
the proper procedures are carried out.
Sanitary Waste - All sanitary waste will be collected from the portable
units a minimum of once per week by a licensed sanitary waste management
contractor serving the local area.
1.14 Offsite Vehicle Tracking
A stabilized construction entrance is provided to help prevent vehicle
tracking of sediments off site. The contractor will be responsible for
cleaning the roads daily to remove any excess mud, dirt, or rock deposited
by the vehicle traffic. Dump trucks used to carry excavated material will
be checked prior to exiting the site for large amounts of soil
accumulations on the wheels and chassis.
PART 2 PRODUCTS
2.1 COMPONENTS FOR SILT FENCES
2.1.1 Filter Fabric
The geotextile shall comply with the requirements of ASTM D 4439, and
shall consist of polymeric filaments which are formed into a stable network
such that filaments retain their relative positions. The filament shall
consist of a long-chain synthetic polymer composed of at least 85 percent
by weight of ester, propylene, or amide, and shall contain stabilizers
and/or inhibitors added to the base plastic to make the filaments
resistance to deterioration due to ultraviolet and heat exposure.
Synthetic filter fabric shall contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable
construction life at a temperature range of 0 to 120 degrees F. The filter
fabric shall meet the following requirements:
FILTER FABRIC FOR SILT SCREEN FENCE
?J
PHYSICAL PROPERTY
Grab Tensile
Elongation (%)
Trapezoid Tear
Permittivity
AOS (U.S. Std Sieve)
TEST PROCEDURE
ASTM D 4632
ASTM D 4533
ASTM D 4491
ASTM D 4751
SECTION 01356A Page 10
STRENGTH REQUIREMENT
100 lbs. min.
30 % max.
55 lbs. min.
0.2 sec-1
20-100
Raleigh Durham USARC
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2.1.2 Silt Fence Stakes and Posts
RCCO
The Contractor may use either wooden stakes or steel posts for fence
construction. Wooden stakes utilized for silt fence construction, shall
have a minimum cross section of 2 inches by 2 inches when oak is used and 4
inches by 4 inches when pine is used, and shall have a minimum length of 5
feet. Steel posts (standard "U" or "T" section) utilized for silt fence
construction, shall have a minimum weight of 1.33 pounds per linear foot
and a minimum length of 5 feet.
2.1.3 Mill Certificate or Affidavit
A mill certificate or affidavit shall be provided attesting that the fabric
and factory seams meet chemical, physical, and manufacturing requirements
specified above. The mill certificate or affidavit shall specify the
actual Minimum Average Roll Values and shall identify the fabric supplied
by roll identification numbers. The Contractor shall submit a mill
certificate or affidavit signed by a legally authorized official from the
company manufacturing the filter fabric.
2.1.4 Identification Storage and Handling
Filter fabric shall be identified, stored and handled in accordance with
ASTM D 4873.
2.2 NOT USED
PART 3 EXECUTION
3.1 INSTALLATION OF SILT FENCES
Silt fences shall extend a minimum of 16 inches above the ground surface
and shall not exceed 34 inches above the ground surface. Filter fabric
shall be from a continuous roll cut to the length of the barrier to avoid
the use of joints. When joints are unavoidable, filter fabric shall be
spliced together at a support post, with a minimum 6 inch overlap, and
securely sealed. A trench shall be excavated approximately 4 inches wide
and 4 inches deep on the upslope side of the location of the silt fence.
The 4-inch by 4-inch trench shall be backfilled and the soil compacted over
the filter fabric. Silt fences shall be removed upon approval by the
Contracting Officer.
3.2 INSTALLATION OF TEMPORARY CONSTRUCTION ENTRANCE/EXIT PAD
Avoid locating on steep slope or at curves in public roads. Remove all
vegetation and other objectionable material from the foundation area, and
grade and crown for positive drainage. If slope towards the road exceeds
2%, construct a 6 inches high water bar with 3:1 side slopes across the
foundation area diverting runoff from the road. Install pipe under the pad
if needed to maintain proper public road drainage. Place geotextile fabric
on the graded foundation to improve stability. Place stone to dimensions
shown in the plans.
3.3 TEMPORARY SEEDING AND MULCHING
Temporary seeding shall be sown in accordance with Section 02921.
• Temporary seeding and mulching will be required for those disturbed areas
which will be abandoned temporarily while work occurs elsewhere on the site.
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is 3.4 STONE SILT CHECKS AND SEDIMENT TRAPS
RCCO
Stone silt checks and sediment traps shall be constructed as shown in the
plans. Excavate a cutoff trench 18 inches into the channel banks. Place
the rock into the cutoff trench and channel to the dimensions shown in the
plans.
3.5 MAINTENANCE
The Contractor shall maintain the temporary and permanent vegetation,
erosion and sediment control measures, and other protective measures in
good and effective operating condition by performing routine inspections to
determine condition and effectiveness, by restoration of destroyed
vegetative cover, and by repair of erosion and sediment control measures
and other protective measures. The following procedures shall be followed
to maintain the protective measures.
3.5.1 Silt Fence Maintenance
Silt fences shall be inspected in accordance with paragraph INSPECTIONS.
Any required repairs shall be made promptly. Close attention shall be paid
to the repair of damaged silt fence resulting from end runs and
undercutting. Should the fabric on a silt fence decompose or become
ineffective, and the barrier is still necessary, the fabric shall be
replaced promptly. Sediment deposits shall be removed when deposits reach
one-third of the height of the barrier. When a silt fence is no longer
required, it shall be removed. The immediate area occupied by the fence
and any sediment deposits shall be shaped to an acceptable grade. The
areas disturbed by this shaping shall receive erosion control as required
by the erosion control drawings..
3.5.2 Temporary Construction Entrance/Exit Pad
Reshape pad as needed for drainage and runoff control. Top dress with
clean stone as needed. Immediately remove mud and sediment tracked or
washed onto public roads by brushing or sweeping. Repair any broken road
pavement immediately.
3.5.3 Temporary Seeding and Mulching
Inspect to see if vegetative stands are adequately established; re-seed if
necessary. Check for erosion damage and repair; re-seed and mulch if
necessary.
3.5.4 Stone Silt Checks and Sediment Traps
Stone silt checks and sediment traps shall be inspected in accordance with
paragraph INSPECTIONS. Any required repairs shall be made promptly. Close
attention shall be paid to the repair of damaged stone silt checks and
sediment traps resulting from erosion, piping or rock displacement.
Sediment deposits shall be removed when deposits reach one-half of the
height of the barrier. When a stone silt check or sediment trap is no
longer required, it shall be removed. The immediate area occupied by the
stone silt check or sediment trap and any sediment deposits shall be shaped
to an acceptable grade. The areas disturbed by this shaping shall be
seeded in accordance with Section 02921 SEEDING.
•
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• 3.6 INSPECTIONS
3.6.1 General
RCCO
The Contractor shall inspect disturbed areas of the construction site,
areas used for storage of materials that are exposed to precipitation that
have not been finally stabilized, stabilization practices, structural
practices, other controls, and area where vehicles exit the site at least
once every seven (7) calendar days and within 24 hours of the end of any
storm that produces 0.5 inches or more rainfall at the site. Where sites
have been finally stabilized, such inspection shall be conducted at least
once every month.
3.6.2 Inspector
The inspections shall be performed by a qualified professional
knowledgeable in the principles and practices of erosion and sediment
control, such as a licensed professional engineer, Certified Professional
in Erosion and Sediment Control (CPESC), licensed landscape
architect or qualified soil scientist. Alternatively, it is permissible to
have someone working under the direction and supervision of a licensed
professional engineer or licensed landscape architect perform the
inspections, provided that person has experience or training in the
principles and practices of erosion and sediment control. The Contractor
shall submit the person who will be the Erosion and Sediment Control
Professional, with a short description of their qualifications and
experience, to the Contracting Officer's Representative for approval, a
maximum of 30 days after Notice To Proceed.
3.6.3 Inspections Details
Disturbed areas and areas used for material storage that are exposed to
precipitation shall be inspected for evidence of, or the potential for,
pollutants entering the drainage system. Erosion and sediment control
measures identified in the Storm Water Pollution Prevention Plan shall be
observed to ensure that they are operating correctly. Discharge locations
or points shall be inspected to ascertain whether erosion control measures
are effective in preventing significant impacts to receiving waters.
Locations where vehicles exit the site shall be inspected for evidence of
offsite sediment tracking.
3.6.4 Inspection Reports
For each inspection conducted, the Contractor shall prepare a report
summarizing the scope of the inspection, name(s) and qualifications of
personnel making the inspection, the date(s) of the inspection, major
observations relating to the implementation of the Storm Water Pollution
Prevention Plan, maintenance performed, and actions taken. The Inspection
Report shall be furnished to the Contracting Officer within 24 hours of the
inspection as a part of the Contractor's daily CQC REPORT. A copy of the
inspection report shall be maintained on the job site.
-- End of Section --
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s
SECTION TABLE OF CONTENTS
DIVISION 02 - SITE CONSTRUCTION
SECTION 02270L
STONE PROTECTION
02/01
PART 1 GENERAL
1.1 SUMMARY
1.2 NOT USED
1.3 SUBMITTALS
PART 2 PRODUCTS (NOT APPLICABLE)
PART 3 EXECUTION
3.1 SITE PREPARATION
3.2 RIPRAP PROTECTION
3.2.1 General
3.2.1.1 Approval
3.2.1.2 Limits of Placement
• 3.2.2 Gradation
3.2.3 Quality
3.2.4 Placement
3.3 FILTER MATERIAL
3.3.1 General
3.3.1.1 Approval
3.3.1.2 Limits of Placement
3.3.2 Gradation
3.3.3 Placement
3.4 NOT USED
3.5 TESTING PROGRAM
-- End of Section Table of Contents --
•
RCCO
SECTION 02270L Page 1
•
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SECTION 02270L
STONE PROTECTION
02/01
•
PART 1 GENERAL
1.1 SUMMARY
RCCO
The work covered by this section consists of performing all operations in
connection with the construction of stone protection (filter stone and
riprap), gravel road, and relief drain aggregate, as shown on the drawings
or as directed by the Contracting Officer, in accordance with these
specifications and applicable drawings.
1.2 NOT USED
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted in accordance with Section 01330 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Sources; G,ED.
Source(s) from which the Contractor proposes to obtain the filter stone,
relief drain aggregate, gravel road surface coarse and riprap shall be
submitted to the Contracting Officer.
SD-OG Test Reports
s
Gradation Testing; G, ED.
Certified copies of current gradation tests for the riprap (North Carolina
Department of Transportation Standard Specifications (NCDOTSS) Section 1042
Riprap Materials) and filter stone (Aggregate Base Course (ABC)--NCDOTSS
Section 1005 General Requirements for Aggregate) shall be submitted to the
Contracting Officer.
PART 2 PRODUCTS (NOT APPLICABLE)
PART 3 EXECUTION
3.1 SITE PREPARATION
All areas where riprap is required shall be cleared in accordance with
section 02300, "EARTHWORK". Immediately prior to placing the riprap, the
prepared base shall be inspected by the Contracting Officer and no material
shall be placed thereon until that area has been approved.
SECTION 02270L Page 2
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3.2 RIPRAP PROTECTION
3.2.1 General
3.2.1.1 Approval
RCCO
All riprap for the protection work shall be durable stone as approved by
the Contracting Officer. Within 5 days after receipt of Notice to Proceed,
the Contractor shall identify to the Contracting Officer the sources from
which the Contractor proposes to obtain the protection stone for the work.
The Contracting officer will indicate to the Contractor, within 15 days of
receipt of the identified sources, approval or disapproval of the proposed
sources.
3.2.1.2 Limits of Placement
Riprap protection shall be placed within the limits shown on the plans or
as otherwise required by the Contracting Officer.
3.2.2 Gradation
Riprap protection shall be well graded in accordance with Class 2 Riprap in
Section 1042 of the NCDOTSS.
3.2.3 Quality
Riprap protection must meet the specifications for Riprap Materials as
stated in Section 620 of the NYSDOTSS. Quality test data for the proposed
sources shall be furnished. Test information shall be less than one year
old.
3.2.4 Placement
Riprap protection shall be placed in such a manner as to produce a
reasonably well graded mass of rock with the minimum practicable percentage
of voids, and shall be constructed to the lines and grades shown on the
drawings or staked in the field. The stone fill must be placed starting at
the toe of the slope. The fill shall be placed to full thickness and
progress up the slope. This shall be done to prevent destabilizing the
slope. Protection stone shall be placed to its full course thickness in
one operation. The larger stone shall be well distributed and the entire
mass of stones in their position shall be roughly graded to conform to the
gradation specified in paragraph: Gradation hereinbefore. The finished
stone protection shall be free from objectional pockets of small stones and
clusters of larger stones. Placing some of the designated size in layers
will not be permitted. The desired distribution of the various sizes of
stones throughout the mass shall be obtained by selective loading of the
material at the quarry or other source; by controlled dumping of successive
loads during the final placing; or by other methods of placement which will
produce the specified results. Care shall be exercised when placing stone
adjacent to existing trees, by protecting them using hand placement until
there is adequate cover for protection. Rearranging of individual stones
by mechanical equipment or by hand will be required to the extent necessary
to obtain a reasonably well graded distribution of stone sizes as specified
above. Tracked equipment will not be permitted on the riprap surface. The
Contractor shall maintain the stone protection until accepted and any
material displaced by any cause shall be replaced at this expense to the
lines and grades shown on the drawings.
SECTION 02270L Page 3
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3.3 FILTER MATERIAL
3.3.1 General
3.3.1.1 Approval
RCCO
All filter stone shall be durable stone as approved by the Contracting
Officer. Within 5 days after receipt of Notice to Proceed, the Contractor
shall identify to the Contracting Officer the sources from which the
Contractor proposes to obtain the material for the work. The Contracting
officer will indicate to the Contractor, within 15 days of receipt of the
identified sources, approval or disapproval of the proposed sources.
3.3.1.2 Limits of Placement
Filter stone, relief drain aggregate
be placed within the limits shown on
the Contracting Officer.
and gravel road surface coarse shall
the plans or as otherwise required by
3.3.2 Gradation
The gradation of the filter stone meet the requirements for aggregate base
course (ABC) in accordance with General Requirements for Aggregate, Section
1005 the NCDOTSS.
3.3.3 Placement
Filter stone shall be spread uniformly on the prepared base, in a
• satisfactory manner, to the slope lines and grades indicated on the
drawings. Placing of material by methods which will tend to segregate
particle sizes within the filter layer will not be permitted. Tracked
equipment will not be permitted on the riprap surface. Any damage to the
surface of the base during placing of the filter material shall be repaired
before proceeding with the work. Compaction of the filter layer will not
be required, but it shall be finished to present a reasonably even surface
free from mounds or windrows.
3.4 NOT USED
3.5 TESTING PROGRAM
The Contractor shall perform gradation tests for the riprap utilizing the
procedures described in the Test Method as prepared by the Louisville
District for dumped samples bound at the end of this section of
specifications. Testing shall be performed once at the source of stone
prior to delivery to the site. Additional tests may be required to
demonstrate compliance with the contract. The Contracting Officer may
select the time and location of the required tests.
The Contractor shall perform gradation tests for each size of the filter
stone, relief drain aggregate and gravel road surface coarse according to
the Louisville District Test Method, once at the source prior to delivery
and once at the placement site, as directed by the Contracting Officer.
•
SECTION 02270L Page 4
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•
LOUISVILLE DISTRICT TEST METHODS
STONE GRADATION TESTS
GENERAL.
RCCO
The following test methods shall be used to determine the gradation of any
stone product when the maximum size stone specified for that material
exceeds 1.2 in. The methods herein cover both in-place and dumped sampling.
1. In-Place Method.
The in-place method is used to test the material placed as a final end
product. In this method a location is selected on the surface of the lift,
layer, or coarse and a surface area the size of which is determined by the
maximum size stone specified, (see para 3) is clearly marked delineating
the test area. All stone within this area and for the full depth of the
layer, course or lift shall be removed and the gradation of the stone
within the area is measured and/or weighed to determine the in-place
gradation. Care must be taken to insure that all material being tested is
removed form the area and material outside of or below the area is not
incorporated in the sample.
2. Dumped Sample.
The dumped sampling method consists of selecting a random load prior to the
placing operation. Care should be taken to prevent contamination of the
sample or loss of material by dumping the sample on a tarp or plywood. The
minimum size of this sample shall be determined by the maximum size stone
specified for this material. These size - quantity requirements are shown
in ap ra 3. This sample should reflect all production, processing and
loading methods in effect at that time to produce the material for the
final specified product.
3. Sample Size.
Approximate Sample Quantity
Maximum Size Stone Dumped In-Place
10 in. or less 8-10 tons 6x6 ft
10-16 in. 10-12 tons 10x10 ft
4. Recording Test.
The results of this test will be recorded and calculated in the form
presented below.
STONE GRADATION TEST
Material:
Location (in-place):
RIPRAP
Screen Size
Total Weight of Sample:
Riprap
Specification
Passing Requirements
SECTION 02270L Page 5
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• FTT.TRR GTnM7
ABC
Specification
Screen Size o Passing Requirements
RCCO
ENG Forms 4055 and 4056 or similar will be used to plot resultant curves.
5. The Contractor shall provide the following equipment:
(1) Portable platform scale (+200 lb capacity)
(1) Tarps or plywood
(1) Set rigid steel squares. Welded rod sufficiently rigid to hold
required dimensions.
6. An initial gradation test for approval shall be performed from a
stockpile at the stone source by the Contractor at the direction of the
Contracting Officer.
-- End of Section --

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•
SECTION TABLE OF CONTENTS
DIVISION 02 - SITE CONSTRUCTION
SECTION 02921
SEEDING
05/04
PART 1 GENERAL
1.1 REFERENCES
1.2 DEFINITIONS
1.2.1 Stand of Turf
1.3 Not Used
1.4 SUBMITTALS
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
1.5.1.2 Fertilizer Delivery
1.5.2 Storage
1.5.2.1 Seed, Fertilizer Storage
1.5.2.2 Topsoil
1.5.2.3 Handling
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
• 1.6.1 Restrictions
1.7 TIME LIMITATIONS
1.7.1 Seed
PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
2.1.2 Planting Dates
2.1.3 Seed Purity
2.1.4 Seed Mixture by Weight
2.2 TOPSOIL
2.2.1 On-Site Topsoil
2.2.2 Off-Site Topsoil
2.2.3 Composition
2.3 SOIL CONDITIONERS
2.3.1 Lime
2.3.2 Aluminum Sulfate
2.3.3 Sulfur
2.3.4 Iron
2.3.5 Peat
2.3.6 Sand
2.3.7 Perlite
2.3.8 Composted Derivatives
2.3.8.1 Particle Size
2.3.8.2 Nitrogen Content
2.3.9 Gypsum
• 2.3.10 Calcined Clay
2.4 FERTILIZER
2.4.1 Granular Fertilizer
RCCO
SECTION 02921 Page 1
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• 2.4.2 Hydroseeding Fertilizer
2.5 MULCH
2.5.1 Straw
2.5.2 Not Used
2.5.3 Not Used
2.6 WATER
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
3.1.1.1 Topsoil
3.1.1.2 Soil Conditioner Application Rates
3.1.1.3 Fertilizer Application Rates
3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
3.2.2 Seed Application Method
3.2.2.1 Hydroseeding
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
3.2.4 Rolling
3.2.5 Not Used
3.2.6 Watering
3.3 PROTECTION OF TURF AREAS
3.4 RESTORATION
-- End of Section Table of Contents --
C?
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RCCO
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•
SECTION 02921
SEEDING
05/04
PART 1 GENERAL
RCCO
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C 602 (1995a; R 2001) Agricultural Liming
Materials
ASTM D 4427 (1992; R 2002el) Peat Samples by
Laboratory Testing
ASTM D 4972 (2001) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
• DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Turf
95 percent ground cover of the established species.
1.3 Not Used
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted to the Contracting Officer for approval:
SD-03 Product Data
Fertilizer
Include physical characteristics, and recommendations.
O SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SECTION 02921 Page 3
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Raleigh USARC
7
ifi
cates
SD-0
Cert
State certification and approval for seed
SD-08 Manufacturer's Instructions
Erosion Control Materials
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Seed Protection
Protect from drying out and from contamination during delivery, on-site
storage, and handling.
1.5.1.2 Fertilizer Delivery
Deliver to the site in original, unopened containers bearing ma nufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
may be furnished in bulk with certificate indicating the above information.
1.5.2 Storage
1.5.2.1 Seed, Fertilizer Storage
• from contaminants
Store in cool
locations awa
dr
,
y
.
y
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with app lication of
appropriate specified non-selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Seed
Apply seed within twenty four hours after seed bed preparation.
C7
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PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
Provide State-approved seed of the latest season's crop delivered in
original sealed packages, bearing producer's guaranteed analysis for
percentages of mixtures, purity, germination, weedseed content, and inert
material. Label in conformance with AMS Seed Act and applicable state seed
laws. Wet, moldy, or otherwise damaged seed will be rejected. Field mixes
will be acceptable when field mix is performed on site in the presence of
the Contracting Officer.
2.1.2 Planting Dates
Planting Season Planting Dates
Season 1 15 August to 15 October
Season 2 15 February to 31 March
Temporary Seeding 1 1 January to 1 May
Temporary Seeding 2 1 May to 15 July
Temporary Seeding 3 15 July to 1 January
•
2.1.3 Seed Purity
Min. Min. Percent Max.
Botanical Common Percent Germination Percent
Name Name Pure Seed and Hard Seed Weed Seed
Festuca Kentucky 31 97 85 0.5
arundinacea Fescue
Festuca Creeping Red 97 85 0.5
rubra Fescue
Agrostis alba Red Top 92 85 0.5
Trifolium White Dutch 99 85 0.5
repens Clover
Lolium Ryegrass, 99 90 0.5
perenne perennial
Poa pratensis Kentucky 95 82 0.5
Bluegrass
2.1.4 Seed Mixture by Weight
Planting Season Variety Percent (by Weight)
• Season 1 & 2 Kentucky 31 Fescue 65
Creeping Red Fescue 10
Red Top 10
SECTION 02921 Page 5
•

Raleigh Durham USARC
Raleigh USARC
Planting Season
Temporary Seeding 1
Temporary Seeding 2
Temporary Seeding 3
Variety
White Dutch Clover
Ryegrass, perennial
Italian Rye
Korean Lespedeza
Summer Oats
Sudan-Sorghum Crosses
Starr Millet
Balboa Rye
Italian Rye
Percent (by Weight)
5
10
34
33
33
RCCO
100 or
100
67
33
Proportion seed mixtures by weight. Temporary seeding must later be
replaced by Season 1 plantings for a permanent stand of grass. The same
requirements of turf establishment for Season 1 apply for temporary seeding.
2.2 TOPSOIL
2.2.1 On-Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on-site.
2.2.2 Off-Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D 4972. Topsoil shall be free of sticks, stones, roots, and
other debris and objectionable materials. Other components shall conform
to the following limits:
Silt 25-50 percent
Clay 10-30 percent
Sand 20-35 percent
pH 5.5 to 7.0
Soluble Salts 600 ppm maximum
•
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade hydrate limestone containing a calcium carbonate
equivalent (C.C.E.) as specified in ASTM C 602 of not less than 110 percent.
SECTION 02921 Page 6
Raleigh Durham USARC
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2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
RCCO
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D 4427. Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
• Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
SECTION 02921 Page 7
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2.4 FERTILIZER
2.4.1 Granular Fertilizer
organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.4.2 Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
nutrients for at least 6 months and containing the following minimum
percentages, by weight, of plant food nutrients.
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.5 MULCH
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.5.1 Straw ?
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contrain no fertile seed.
2.5.2 Not Used
2.5.3 Not Used
2.6 WATER
RCCO
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
3.1.1.1 Topsoil
• Provide 4 inches of off-site or on-site topsoil to meet indicated finish
grade. After areas have been brought to indicated finish grade, incorporate
SECTION 02921 Page 8
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Raleigh USARC
RCCO
fertilizer, pH adjusters, and soil conditioners, as required by soil
testing, into soil a minimum depth of 4 inches by disking, harrowing,
tilling or other method approved by the Contracting Officer. Remove debris
and stones larger than 3/4 inch in any dimension remaining on the surface
after finish grading. Correct irregularities in finish surfaces to
eliminate depressions. Protect finished topsoil areas from damage by
vehicular or pedestrian traffic.
3.1.1.2 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.1.1.3 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site. For bidding purposes only apply at rates for the
following:
Organic Granular Fertilizer 20 pounds per 1000 square feet.
3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy frozen, snow covered, or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the
above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
3.2.2 Seed Application Method
Seeding method shall be hydroseeding.
3.2.2.1 Hydroseeding
First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate of 2.5pounds per 1000 square feet. When
hydraulically sprayed on the ground, material shall form a blotter like
cover impregnated uniformly with grass seed. Spread with one application
with no second application of mulch.
3.2.3 Mulching
3.2.3.1 Hay or Straw Mulch
Hay or straw mulch shall be spread uniformly at the rate of 2 tons per acre.
Mulch shall be spread by hand, blower-type mulch spreader, or other
is approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
SECTION 02921 Page 9
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RCCO
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
If seeding is performed by hydroseeding, rolling may be eliminated.
3.2.5 Not Used
3.2.6 Watering
Start watering areas seeded as required by temperature and wind conditions.
Apply water at a rate sufficient to insure thorough wetting of soil to a
depth of 2 inches without run off. During the germination process, seed is
to be kept actively growing and not allowed to dry out.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations at the Contractor's expense. Keep
• clean at all times at least one paved pedestrian access route and one paved
vehicular access route to each building. Clean other paving when work in
adjacent areas is complete.
-- End of Section --
•
SECTION 02921 Page 10
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Raleigh USARC
•
SECTION TABLE OF CONTENTS
DIVISION 02 - SITE CONSTRUCTION
SECTION 02922
SODDING
05/04
PART 1 GENERAL
1.1 REFERENCES
1.2 DEFINITIONS
1.2.1 Stand of Turf
1.3 Not used
1.4 SUBMITTALS
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
1.5.1.2 Fertilizer Delivery
1.5.2 Storage
1.5.2.1 Sod Storage
1.5.2.2 Topsoil
1.5.2.3 Handling
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
1.7 TIME LIMITATIONS
1.7.1 Sod
PART 2 PRODUCTS
2.1 SODS
2.1.1 Classification
2.1.2 Purity
2.1.3 Planting Dates
2.1.4 Composition
2.1.4.1 Proportion
2.2 [Enter Appropriate Subpart Title Here]
2.3 TOPSOIL
2.3.1 On-Site Topsoil
2.3.2 Off-Site Topsoil
2.3.3 Composition
2.4 SOIL CONDITIONERS
2.4.1 Lime
2.4.2 Aluminum Sulfate
2.4.3 Sulfur
2.4.4 Iron
2.4.5 Peat
2.4.6 Sand
2.4.7 Perlite
2.4.8 Composted Derivatives
2.4.8.1 Particle Size
is 2.4.8.2 Nitrogen Content
2.4.9 Gypsum
2.4.10 Calcined Clay
RCCO
SECTION 02922 Page 1
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Raleigh USARC
2.5 FERTILIZER
2.5.1 Granular Fertilizer
2.6 WATER
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
3.1.2 Soil Preparation
3.1.2.1 Soil Conditioner Application Rates
3.1.2.2 Fertilizer Application Rates
3.2 SODDING
3.2.1 Finished Grade and Topsoil
3.2.2 Placing
3.2.3 Sodding Slopes and Ditches
3.2.4 Finishing
3.2.5 Rolling
3.2.6 Watering
3.3 PROTECTION OF TURF AREAS
3.4 NOT USED
3.5 RESTORATION
-- End of Section Table of Contents --
lIr- -II
C?
RCCO
SECTION 02922 Page 2
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Raleigh USARC
•
SECTION 02922
SODDING
05/04
PART 1 GENERAL
RCCO
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C 602 (1995a; R 2001) Agricultural Liming
Materials
ASTM D 4427 (1992; R 2002el) Peat Samples by
Laboratory Testing
ASTM D 4972 (2001) pH of Soils
TURFGRASS PRODUCERS INTERNATIONAL (TPI)
TPI GSS (1995) Guideline Specifications to
Turfgrass Sodding
U.S. DEPARTMENT OF AGRICULTURE (USDA)
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Turf
100 percent ground cover of the established species.
1.3 Not used
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted to the Contracting officer for approval:
SD-03 Product Data
Fertilizer
0 Include physical characteristics, and recommendations.
SECTION 02922 Page 3
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Raleigh USARC
• SD-06 Test Reports
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
Nursery or sod farm certification for sods. Indicate type of sod
in accordance with TPI GSS.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
Protect from drying out and from contamination during delivery, on-site
storage, and handling.
1.5.1.2 Fertilizer Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer
may be furnished in bulk with certificate indicating the above information.
1.5.2 Storage
1.5.2.1 Sod Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other
approved covering; and protect from exposure to wind and direct sunlight
until planted. Provide covering that will allow air to circulate so that
internal heat will not develop. Do not store sod longer than 24 hours. Do
not store directly on concrete or bituminous surfaces.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non-selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is frozen, snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Sod
• Place sod a maximum of thirty six hours after initial harvesting, in
accordance with TPI GSS as modified herein.
SECTION 02922 Page 4
Raleigh Durham USARC
Raleigh USARC
• PART 2 PRODUCTS
2.1 SODS
RCCO
2.1.1 Classification
Nursery grown, certified as classified in the TPI GSS. Machine cut sod at
a uniform thickness of 3/4 inch within a tolerance of 1/4 inch, excluding
top growth and thatch. Each individual sod piece shall be strong enough to
support its own weight when lifted by the ends. Broken pads, irregularly
shaped pieces, and torn or uneven ends will be rejected.Wood pegs and wire
staples for anchorage shall be as recommended by sod supplier.
2.1.2 Purity
Sod species shall be genetically pure, free of weeds, pests, and disease.
2.1.3 Planting Dates
Lay sod from mid March to mid April for warm season spring planting and
from September to mid October for cool season fall planting.
2.1.4 Composition
2.1.4.1 Proportion
Proportion grass species as follows.
• Botanical Name Common Name Percent:
Poa pratensis Kentucky Bluegrass 90
Festuca rubra Creeping Red Fescue 10
2.2 [Enter Appropriate Subpart Title Here]2.2 NOT USED
2.3 TOPSOIL
2.3.1 On-Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on-site.
2.3.2 Off-Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor .
2.3.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
• with ASTM D 4972. Topsoil shall be free of sticks, stones, roots, and
other debris and objectionable materials. Other components shall conform
to the following limits:
SECTION 02922 Page 5
•
•
•
Raleigh Durham USARC
Raleigh USARC
Silt
Clay
Sand
pH
Soluble Salts
25-50 percent
10-30 percent
20-35 percent
5.5 to 7.0
600 ppm maximum
2.4 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.4.1 Lime
RCCO
Commercial grade hydrate limestone containing a calcium carbonate
equivalent (C.C.E.) as specified in ASTM C 602 of not less than 110 percent.
2.4.2 Aluminum Sulfate
Commercial grade.
2.4.3 Sulfur
100 percent elemental
2.4.4 Iron
100 percent elemental
2.4.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D 4427 . Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.4.6 Sand
Clean and free of materials harmful to plants.
2.4.7 Perlite
Horticultural grade.
2.4.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.4.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.4.8.2 Nitrogen Content
Minimum percent based on dry weight:
SECTION 02922 Page 6
Raleigh Durham USARC RCCO
Raleigh USARC
• Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.4.9 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.4.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.5 FERTILIZER
2.5.1 Granular Fertilizer
Organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.6 WATER
Source of water shall be approved by Contracting officer and of suitable
quality for irrigation containing no element toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 EXTENT OF WORK
Provide soil preparation (including soil conditioners), fertilizing, and
sodding of all newly graded finished earth surfaces, unless indicated
otherwise, and at all areas inside or outside the limits of construction
that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Provide 4 inches of off-site or on-site topsoil to meet indicated finish
grade. After areas have been brought to indicated finish grade, incorporate
fertilizer, pH adjusters, and soil conditioners, as required by soil
testing, into soil a minimum depth of 4 inches by disking, harrowing,
tilling or other method approved by the Contracting Officer. Remove debris
and stones larger than 3/4 inch in any dimension remaining on the surface
after finish grading. Correct irregularities in finish surfaces to
eliminate depressions. Protect finished topsoil areas from damage by
• vehicular or pedestrian traffic.
SECTION 02922 Page 7
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Raleigh USARC
• 3.1.2.1 Soil Conditioner Application Rates
RCCO
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.1.2.2 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site. For bidding purposes only apply at rates for the
following:
Organic Granular Fertilizer 12 pounds per 1000 square feet.
3.2 SODDING
3.2.1 Finished Grade and Topsoil
Prior to the commencement of the sodding operation, the Contractor shall
verify that finished grades are as indicated on drawings; the placing of
topsoil, smooth grading, and compaction requirements have been completed.
The prepared surface shall be a maximum 1 inch below the adjoining grade of
any surfaced area. New surfaces shall be blended to existing areas. The
prepared surface shall be completed with a light raking to remove from the
surface debris and stones over a minimum 5/8 inch in any dimension.
• 3.2.2 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance
with TPI GSS as modified herein.
3.2.3 Sodding Slopes and Ditches
For slopes 2:1 and greater, lay sod with long edge perpendicular to the
contour. For V-ditches and flat bottomed ditches, lay sod with long edge
perpendicular to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at
bottom of the slope.
3.2.4 Finishing
After completing sodding, blend edges of sodded area smoothly into
surrounding area. Air pockets shall be eliminated and a true and even
surface shall be provided. Frayed edges shall be trimmed and holes and
missing corners shall be patched with sod.
3.2.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
3.2.6 Watering
Start watering areas sodded as required by daily temperature and wind
conditions. Apply water at a rate sufficient to ensure thorough wetting of
soil to minimum depth of 6 inches. Run-off, puddling, and wilting shall be
prevented. Unless otherwise directed, watering trucks shall not be driven
SECTION 02922 Page 8
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Raleigh USARC
• over turf areas. Watering of other adjacent areas or plant material shall
be prevented.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 NOT USED
3.5 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations. Keep clean at all times at least one
paved pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
-- End of Section --
is
is
SECTION 02922 Page 9
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Raleigh USARC
u
SECTION TABLE OF CONTENTS
DIVISION 02 - SITE CONSTRUCTION
SECTION 02930
EXTERIOR PLANTS
05/04
PART 1 GENERAL
1.1 REFERENCES
1.2 DEFINITION
1.2.1 NOT USED
1.3 NOT USED
1.4 SUBMITTALS
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Branched Plant Delivery
1.5.1.2 Fertilizer, Gypsum, Sulfur, Iron,
1.5.1.3 Plant Labels
1.5.2 Storage
and Lime Delivery
1.5.2.1 Plant Storage and Protection
1.5.2.2 Fertilizer, Gypsum, pH Adjusters and Mulch Storage
• 1.5.2.3 Topsoil
1.5.2.4 Root Control Barrier and Weed Control Fabric
1.5.3 Handling
1.5.3.1 Specimen Plants
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Planting Dates
1.6.1.1 Deciduous Material
1.6.1.2 Evergreen Material
1.6.2 Restrictions
1.7 GUARANTEE
PART 2 PRODUCTS
2.1 PLANTS
2.1.1 Regulations and Varieties
2.1.2 Shape and Condition
2.1.2.1 Deciduous Trees and Shrubs
2.1.2.2 Evergreen Trees and Shrubs
2.1.2.3 NOT USED
2.1.3 Plant Size
2.1.4 Root Ball Size
2.1.4.1 Balled and Burlapped and Potted Plants
2.1.4.2 NOT USED
2.1.4.3 NOT USED
2.1.4.4 Container Grown Plants
2.1.4.5 Collected Plants
2.1.4.6 Plantation-Grown Stock
2.2 TOPSOIL (see 02921 Seeding for topsoil requirements)
2.3 NOT USED
2.4 SOIL CONDITIONERS
2.4.1 Peat
RCCO
SECTION 02930 Page 1
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• 2.4.2 Sand
2.4.3 Perlite
2.4.4 Rotted Manure
2.4.5 Composted Derivatives
2.4.5.1 Particle Size
2.4.5.2 Nitrogen Content
2.4.6 Gypsum
2.5 PLANTING SOIL MIXTURES
2.6 FERTILIZER
2.6.1 Pre-Plant Fertilizer Mixture
2.6.1.1 Fertilizer
2.7 WEED CONTROL FABRIC
2.7.1 NOT USED
2.7.2 NOT USED
2.7.3 Roll Type Polypropylene or Polyester Mats
2.7.4 NON-WOVEN LANDSCAPE BLANKET
2.8 NOT USED
2.9 NOT USED
2.10 MULCHES TOPDRESSING
2.10.1 NOT USED
2.10.2 Organic Mulch Materials
2.11 TRUNK WRAPPING MATERIAL
2.12 STAKING AND GUYING MATERIAL
2.12.1 Staking Material
2.12.1.1 Tree Support Stakes
2.12.1.2 Ground Stakes
2.12.2 Guying material
2.12.2.1 Guying Wire
2.12.2.2 Guying Cable
2.12.3 Hose Chafing Guards
2.12.4 NOT USED
2.12.5 Turnbuckles
2.12.6 Deadmen
2.12.7 Metal Anchors
2.12.7.1 Driven Anchors
2.12.7.2 Screw Anchors
2.13 NOT USED
2.14 ANTIDESICCANTS
2.15 NOT USED
2.16 NOT USED
2.17 WATER
2.18 SOURCE QUALITY CONTROL
PART 3 EXECUTION
3.1 EXTENT OF WORK
3.2 PREPARATION
3.2.1 Layout
3.2.2 NOT USED
3.2.3 Plant Bed Preparation
3.2.3.1 Ball Diameter 12 Inches or Less
3.2.3.2 Ball Diameter Greater Than 12 Inches
3.2.3.3 Trees
3.2.4 Earth Mounded Watering Basin
3.3 PLANT INSTALLATION
3.3.1 Handling and Setting
3.3.1.1 Mulch Topdressing
10 3.3.2 Balled and Burlapped Stock
3.3.3 NOT USED
RCCO
SECTION 02930 Page 2
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• 3.3.4 Container Grown Stock
3.3.5 Ground Covers
3.3.6 NOT USED
3.3.7 NOT USED
3.3.8 NOT USED
3.3.9 Watering
3.3.10 NOT USED
3.3.11 Fertilization
3.4 FINISHING
3.4.1 NOT USED
3.4.2 Mulching
3.4.2.1 Placing Inert Mulch Topdressing
3.4.3 NOT USED
3.4.4 NOT USED
3.4.5 NOT USED
3.4.6 NOT USED
3.4.7 Wrapping
3.4.8 Staking and Guying
3.4.8.1 Staking
3.4.8.2 Guying
3.4.8.3 Chafing Guards
3.4.8.4 Deadmen
3.4.8.5 Wood Ground Stakes
3.4.8.6 NOT USED
3.4.8.7 NOT USED
3.4.8.8 NOT USED
3.4.9 Pruning
3.4.9.1 Trees and Shrubs
3.4.9.2 Wound Dressing
-- End of Section Table of Contents --
•
RCCO
SECTION 02930 Page 3
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• 3
SECTION 02930
EXTERIOR PLANTS
05/04
PART 1 GENERAL
RCCO
1.1 REFERENCES
The p ublications listed below form a part of this specification to the
exten t referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN NATION AL STANDARDS INSTITUTE (ANSI)
ANSI Z133.1 (1994) Tree Care Operations - Pruning,
Trimming, Repairing, Maintaining, and
Removing Trees and Cutting Brush
ANSI Z60.1 (1990) Nursery Stock
AMERICAN SOCIET Y FOR TESTING AND MATERIALS (ASTM)
ASTM A 580/A 580M (1995; Rev. A) Stainless Steel Wire
ASTM C 136 (1996) Sieve Analysis of Fine and Coarse
Aggregates
• ASTM C 4 (1996) Clay Drain Tile
ASTM C 498 (1995) Perforated Clay Drain Tile
ASTM C 700 (1996) Vitrified Clay Pipe, Extra
Strength, Standard Strength, and Perforated
ASTM D 2103 (1997) Polyethylene Film and Sheeting
ASTM D 2178 (1997; Rev. A) Asphalt Glass Felt Used in
Roofing and Waterproofing
ASTM D 2729 (1996) Poly(Vinyl Chloride) (PVC) Sewer
Pipe and Fittings
ASTM D 3034 (1996) Type PSM Poly(Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM D 4427 (1992; R 1996) Peat Samples by Laboratory
Testing
ASTM F 405 (1997) Corrugated Polyethylene (PE) Tubing
and Fittings
AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA)
AWPA C2 (1995) Lumber, Timber, Bridge Ties, and
• Mine Ties - Preservative Treatment by
Pressure Processes
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• L.H. BAILEY HORTORIUM (LHBH)
LHBH (1976) Hortus Third
STATE OF [CALIFORNIA] [WASHINGTON] DEPARTMENT OF AGRICULTURE
CDFA NIPM Regulations for Nursery Inspections
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act
DOA SSIR (April 1984) Soil Survey Investigation
Report No. 1, Soil Survey Laboratory
Methods and Procedures for Collecting Soil
Samples, Soil Conservation Service
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS A-A-1909 Fertilizer
UNIVERSITY OF CALIFORNIA DIVISION OF AGRICULTURE AND NATURAL
RESOURCES (UCDANR)
UCDANR 4091 (1979) Annotated Checklist of Woody
Ornamental Plants of California, Oregon
and Washington
is 1.2 DEFINITION
1.2.1 NOT USED
1.3 NOT USED
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only or as
otherwise designated. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government. The following shall be submitted in accordance with Section
01330 SUBMITTAL PROCEDURES:
SD-03 Product Data
organic mulch
Fertilizer
Weed control fabric
Root control barrier
Metal anchors
Include physical characteristics, application and installation
instructions and recommendations.
ANTIDESICCANTS
SD-06 Test Reports
S Topsoil composition tests specified in DOA SSIR
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• SD-07 Certificates
Nursery certifications
Indicate names of plants in accordance with the LHBH, including
type, quality, and size.
SD-08 Manufacturer's Instructions
Erosion control materials
Metal anchors
Root control barrier
Include physical characteristics, application and installation
instructions, and recommendations.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Branched Plant Delivery
RCCO
Deliver with branches tied and exposed branches covered with material which
allows air circulation. Prevent damage to root balls and desiccation of
leaves.
1.5.1.2 Fertilizer, Gypsum, Sulfur, Iron, and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, or trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer,
gypsum, sulfur, iron, and lime may be furnished in bulk with a certificate
indicating the above information.
1.5.1.3 Plant Labels
Deliver plants with durable waterproof labels in weather-resistant ink.
Provide labels stating the correct plant name and size as specified in the
list of required plants. Attach to plants, bundles, and containers of
plants. Groups of plants may be labeled by tagging one plant. Labels
shall be legible for a minimum of 60 days after delivery to the planting
site.
1.5.2 Storage
1.5.2.1 Plant Storage and Protection
Store and protect plants not planted on the day of arrival at the site as
follows:
a. Shade and protect plants in outside storage areas from the wind
and direct sunlight until planted.
b. Heel-in bare root plants.
C. Protect balled and burlapped plants from freezing or drying out by
covering the balls or roots with moist burlap, sawdust, wood
chips, shredded bark, peat moss, or other approved material.
• Provide covering which allows air circulation.
d. Keep plants in a moist condition until planted by watering with a
fine mist spray.
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C. Do not store plant material directly on concrete or bituminous
surfaces.
1.5.2.2 Fertilizer, Gypsum, pH Adjusters and Mulch Storage
Store in dry locations away from contaminants.
1.5.2.3 Topsoil
Prior to stockpiling topsoil, eradicate on site undesirable growing
vegetation. Clear and grub existing vegetation three to four weeks prior
to stockpiling existing topsoil.
1.5.2.4 Root Control Barrier and Weed Control Fabric
Store materials on site in enclosures or under protective covering in dry
location. Store under cover out of direct sunlight. Do not store materials
directly on ground.
1.5.3 Handling
Do not drop or dump plants from vehicles. Avoid damaging plants being
moved from nursery or storage area to planting site. Handle balled and
burlapped and container plants carefully to avoid damaging or breaking the
earth ball or root structure. Do not handle plants by the trunk or stem.
Remove damaged plants from the site.
1.5.3.1 Specimen Plants
• Protect against breaking soil from root area when digging, binding and
wrapping or boxing specimen plants. Prune lightly plants dug and moved by
portable hydraulic split shells or four-spade plant moving equipment or
plants jerked bare root from the soil and treat the root system with
vitamin B extract and plant hormone solution according to manufacturer's
directions. Mulch and guy specimen plants in a basin and fertilize within
48 hours after removal from previous location.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Planting Dates
1.6.1.1 Deciduous Material
Deciduous material from March 1 to May 15 for spring planting and from
October 1 to December 15 for fall planting.
1.6.1.2 Evergreen Material
Evergreen material from March 1 to May 15 for spring planting and from
October 1 to December 15 for fall planting.
1.6.2 Restrictions
Do not plant when ground is frozen,[snow covered, muddy, or when air
temperature exceeds 90 degrees Fahrenheit
1.7 GUARANTEE
Guarantee plants installed during fall planting season until the following
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• August 1; guarantee plants installed during spring planting season until
the following October 1.
PART 2 PRODUCTS
2.1 PLANTS
2.1.1 Regulations and Varieties
Botanical names indicated are listed in LHBH. Furnish nursery stock in
accordance with ANSI Z60.1, except as otherwise specified or indicated.
Each plant or group of planting shall have a "key" number indicated on the
nursery certifications of the plant schedule. Furnish plants grown under
climatic conditions similar to those in the locality of the project. .
Plants of the same specified size shall be of uniform size and character of
growth. Follow additional requirements as indicated in CDFA NIPM.
2.1.2 Shape and Condition
Well-branched, well-formed, sound, vigorous, healthy planting stock free
from disease, sunscald, windburn, abrasion, and harmful insects or insect
eggs and having a healthy, normal, and undamaged root system.
2.1.2.1 Deciduous Trees and Shrubs
Symmetrically developed and of uniform habit of growth, with straight boles
or stems, and free from objectionable disfigurements.
• 2.1.2.2 Evergreen Trees and Shrubs
Well developed symmetrical tops with typical spread of branches for each
particular species or variety.
2.1.2.3 NOT USED
2.1.3 Plant Size
Minimum sizes measured after pruning and with branches in normal position,
shall conform to measurements indicated, based on the average width or
height of the plant for the species as specified in ANSI Z60.1. Plants
larger in size than specified may be provided with approval of the
Contracting Officer. When larger plants are provided, increase the ball of
earth or spread of roots in accordance with ANSI Z60.1.
2.1.4 Root Ball Size
2.1.4.1 Balled and Burlapped and Potted Plants
Root ball sizes and ratios shall conform to ANSI Z60.1. Ball plants with
firm, natural balls of soil. Wrap balled and burlapped (B&B) plants firmly
with burlap or strong cloth, and tie securely. Wrappings and ties shall be
biodegradable.
•
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. 2.1.4.2 NOT USED
2.1.4.3 NOT USED
2.1.4.4 Container Grown Plants
Root growth shall be sufficient to hold earth intact when removed from
containers. Root bound plants will not be accepted.
2.1.4.5 Collected Plants
From native stands or established plantings, with good fibrous root
development and vigorous growing condition. Minimum root spread for
collected plant materials obtained bare-root shall be one-third greater
than minimum root spread of bare-root nursery-grown stock; minimum ball
sizes for collected plant materials obtained balled and burlapped shall be
the next larger ball size than for nursery-grown stock in accordance with
ANSI Z60.1.
2.1.4.6 Plantation-Grown Stock
ANSI Z60.1.
2.2 TOPSOIL (see 02921 Seeding for topsoil requirements)
2.3 NOT USED
2.4 SOIL CONDITIONERS
Provide singly or in combination as required to meet specified requirements
for topsoil. Soil conditioners shall be nontoxic to plants.
2.4.1 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D 4427. Shred and granulate peat to pass a 1/2 inch mesh screen
and condition in storage pile for minimum 6 months after excavation.
2.4.2 Sand
Clean and free of materials harmful to plants.
2.4.3 Perlite
Horticultural grade.
2.4.4 Rotted Manure
Composted, horse or cattle manure containing a maximum 25 percent by volume
of straw, sawdust, or other bedding materials. Manure shall be free of
stones, sticks, and soil, viable weed seed, and other materials harmful to
plants.
2.4.5 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
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2.4.5.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.4.5.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
RCCO
2.4.6 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.5 PLANTING SOIL MIXTURES
100 percent topsoil as specified herein.
2.6 FERTILIZER
2.6.1 Pre-Plant Fertilizer Mixture
Fertilizer mixtures not to exceed one percent granular dust and FS A-A-1909,
as specified below.
2.6.1.1 Fertilizer
organic, granular fertilizer containing the following minimum percentages,
by weight, of plant food nutrients:
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
5 percent sulfur
5 percent iron]
2.7 WEED CONTROL FABRIC
2.7.1 NOT USED
2.7.2 NOT USED
2.7.3 Roll Type Polypropylene or Polyester Mats
Fabric shall be woven, needle punched and treated for protection against
deterioration due to ultraviolet radiation. Fabric shall be minimum 99
percent opaque to prevent photosynthesis and seed germination from
occurring, yet allowing air, water and nutrients to pass thru to the roots.
Minimum weight shall be 3.5 ounces per square yard with a minimum thickness
of 20 mils.
•
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0 2.7.4 NON-WOVEN LANDSCAPE BLANKET
100 percent polyester, non-woven, needle-punched fabric manufactured
specifically for weed control purposes treated for protection against
deterioration due to ultraviolet radiation. Fabric shall be 99 percent
opaque to prevent photosynthesis and seed germination from occurring yet
allowing air, water, and nutrients to pass through to roots. Minimum
thickness 0.04 inch.
2.8 NOT USED
2.9 NOT USED
2.10 MULCHES TOPDRESSING
Free from noxious weeds, mold, or other deleterious materials.
2.10.1 NOT USED
2.10.2 Organic Mulch Materials
Organic mulch shall be shredded hardwood.
2.11 TRUNK WRAPPING MATERIAL
Two thicknesses crinkled paper cemented together with bituminous material,
minimum 4 inch width, with stretch factor of 33 1/3 percent. Tying
material shall be 3 ply, lightly tarred medium or coarse sisal yarn twine.
S 2.12 STAKING AND GUYING MATERIAL
2.12.1 Staking Material
2.12.1.1 Tree Support Stakes
Rough sawn hard wood free of knots, rot, cross grain, bark, long slivers,
or other defects that impair strength. Stakes shall be minimum 2 inches
square or 2 1/2 inch diameter by 8 feet long, pointed at one end. Paint or
stain wood stakes dark brown.
2.12.1.2 Ground Stakes
2 inches square are by 3 feet long, pointed at one end.
2.12.2 Guying Material
2.12.2.1 Guying Wire
12 gage annealed galvanized steel, ASTM A 580/A 580M.
2.12.2.2 Guying Cable
Minimum five-strand, 3/16 inch diameter galvanized steel cable.
2.12.3 Hose Chafing Guards
New or used 2 ply 3/4 inch diameter reinforced rubber or plastic hose,
black or dark green, all of same color.
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• 2.12.4 NOT USED
2.12.5 Turnbuckles
RCCO
Galvanized or cadmium-plated steel with minimum 3 inch long openings fitted
with screw eyes. Eye bolts shall be galvanized or cadmium-plated steel with
one inch diameter eyes and screw length 1 1/2 inches, minimum.
2.12.6 Deadmen
4 by 8 inch rectangular or 8 inch diameter by 36 inch long, pine or fir
wood material.
2.12.7 Metal Anchors
2.12.7.1 Driven Anchors
Malleable iron, arrow shaped, galvanized, sized as follows:
Tree Caliper Anchor Size
2 inches and under 3 inches
3 to 6 inches 4 inches
6 to 8 inches 6 inches
8 to 10 inches 8 inches
10 to 12 inches 10 inches
2.12.7.2 Screw Anchors
Steel, screw type with welded-on 3 inch round helical steel plate, minimum
3/8 inch diameter, 15 inches long.
2.13 NOT USED
2.14 ANTIDESICCANTS
Sprayable, water insoluble vinyl-vinledine complex which produce a moisture
retarding barrier not removable by rain or snow. Film shall form at
temperatures commonly encountered out of doors during planting season and
have a moisture vapor transmission rate (MVT) of the resultant film of
maximum 10 grams per 24 hours at 70 percent humidity.
2.15 NOT USED
2.16 NOT USED
2.17 WATER
Source of water to be approved by Contracting Officer and suitable quality
for irrigation.
2.18 SOURCE QUALITY CONTROL
The Contracting officer will inspect plant materials at the project site
and approve them. Tag plant materials for size and quality.
is
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PART 3 EXECUTION
3.1 EXTENT OF WORK
RCCO
Provide soil preparation, fertilizing,tree,shrub, groundcover, staking and
guying,and a mulch topdressing of all newly graded finished earth surfaces,
unless indicated otherwise, and at all areas inside or outside the limits
of construction that are disturbed by the Contractor's operations.
3.2 PREPARATION
3.2.1 Layout
Stake out approved plant material locations and planter bed outlines on the
project site before digging plant pits or beds. The Contracting officer
reserves the right to adjust plant material locations to meet field
conditions.
3.2.2 NOT USED
3.2.3 Plant Bed Preparation
Prior to excavating for plant pits, the area shall conform to the lines and
grades shown. Verify location of underground utilities. Repair any damage
done to utility lines shown. If utility lines not shown on the drawings
are encountered, notify the Contracting Officer immediately. If lawns have
been established prior to planting operations, cover the surrounding turf
before excavations are made. Dig plant pits so that pits have vertical
sides and flat bottoms. When pits are dug with an auger and sides of plant
pits become glazed, scarify the glazed surface. Minimum allowable
dimensions of plant pits shall be as indicated. Install plant material as
specified in paragraph entitled "Plant Installation."
3.2.3.1 Ball Diameter 12 Inches or Less
Balled, potted or container plants with ball or container 12 inches or less
in diameter, excavate pits at least 16 inches largerand 6 inches deeper
than the size of ball or container. Ground cover in 2 to 3 inch pots shall
require pits 4 inches deeper than the size of the container.
3.2.3.2 Ball Diameter Greater Than 12 Inches
Balled, potted or container plants, with ball or container greater than 12
inches in diameter, excavate pits at least 24 inches larger in diameter and
6 inches deeper than the size of ball or container.
3.2.3.3 Trees
Excavate pits at least 36 inches larger in diameter and 6 inches deeper
than the size of ball or spread of the root system.
3.2.4 Earth Mounded Watering Basin
Form with topsoil around each plant by placing a mound of topsoil around
the edge of each plant pit. Watering basins shall be 6 inches deep for
trees and 4 inches deep for shrubs. Construct watering basin in a 4 1/2
4 foot diameter circle around specimen (not planted in a close group) trees
and shrubs.
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• 3.3 PLANT INSTALLATION
3.3.1 Handling and Setting
RCCO
Move balled and burlappedcontainer-grown plant materials only by supporting
the root ballorcontainer. Set plants on hand compacted layer of prepared
backfill soil mixture 6 inches thick and hold plumb in the center of the
pit until soil has been tamped firmly around root ball. Set plant
materials, in relation to surrounding finish grade, one to 2 inches above
depth at which they were grown in the nursery, collecting field or
container. Replace balled and burlapped and container plant material whose
root balls are cracked or damaged either before or during the planting
process.
3.3.1.1 Mulch Topdressing
Provide mulch topdressing over entire planter bed surface including earth
mound watering basin around plants to a depth of 3 inches after completion
of plant installation and before watering. Keep mulch out of the crowns of
shrubs. Place mulch a minimum 3 to 4 inches away from trunk of shrub or
tree.
3.3.2 Balled and Burlapped Stock
Backfill with prepared soil mixtureor opsoil to approximately half the
depth of ball and then tamp and water. Carefully remove or fold back
excess burlap and tying materials. Tamp and complete backfill, place mulch
topdressing, and water. Remove wires and non-biodegradable materials from
plant pit prior to backfill operations.
3.3.3 NOT USED
3.3.4 Container Grown Stock
Remove from container and prevent damage to plant or root system. Cut root
ball vertically in two to three places with sharp knife before planting.
3.3.5 Ground Covers
Smooth planting areas before planting to provide even, smooth finish.
Plant after placing weed control fabric and mulch topdressing. Do not
remove plant material from flats or containers until immediately before
planting. Space at the intervals indicated. Plant at a depth to
sufficiently cover all roots. Start watering areas planted as required by
temperature and wind conditions. Apply water at a rate sufficient to
ensure thorough wetting of soil to a depth of 6 inches without run off.
Add mulch topdressing as needed.
3.3.6 NOT USED
3.3.7 NOT USED
3.3.8 NOT USED
3.3.9 Watering
Start watering areas seeded as required by temperature and wind conditions.
Apply water at a rate sufficient to ensure thorough wetting of soil to a
• depth of 6 inches without run off. During the germination process, seed is
to be kept actively growing and not allowed to dry out.
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3.3.10 NOT USED
3.3.11 Fertilization
Place fertilizer planting tablets evenly spaced around the plant pits to
the manufacturer's recommended depth and spacing for each of the plant
specimen.
3.4 FINISHING
3.4.1 NOT USED
3.4.2 Mulching
Provide mulching materials at other indicated locations to a depth of 3
inches. Keep mulch off buildings, sidewalks, roadways, light standards,
and other structures.
3.4.2.1 Placing Inert Mulch Topdressing
Install weed control fabric with edges lapped 6 to 12 inches to receive
inert mulch topdressing.
3.4.3 NOT USED
3.4.4 NOT USED
3.4.5 NOT USED
3.4.6 NOT USED
• 3.4.7 Wrapping
Tie trunk wrapping material to trunks of deciduous trees with specified
material within the next full working day after planting. Contracting
Officer will inspect the trunks of deciduous trees for physical damage,
insect infestation, or disease, and determine required treatment or
rejection prior to wrapping operation. Begin wrapping at base and extend
to first branches. Overlap wrapping half the width of underlying wrap and
securely tie at top, bottom, and 18 inch maximum intervals with twine.
3.4.8 Staking and Guying
3.4.8.1 Staking
Stake items in accordance with drawings.
3.4.8.2 Guying
Guy items in accordance with drawings.
3.4.8.3 Chafing Guards
Use hose chafing guards, as specified where guy wireor cable will contact
the plant.
3.4.8.4 Deadmen
Place deadmen minimum 18 inches below ground surface. Place equal distance
from tree trunk and around the plant pit.
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is 3.4.8.5 Wood Ground Stakes
Drive wood ground stakes into firm ground outside of plant pit with top of
stake flush with ground. Place equal distance from tree trunk and around
the plant pit.
3.4.8.6 NOT USED
3.4.8.7 NOT USED
3.4.8.8 NOT USED
3.4.9 Pruning
Prune in accordance with safety requirement of ANSI Z133.1.
3.4.9.1 Trees and Shrubs
Remove dead and broken branches. Prune to correct structural defects only.
Retain typical growth shape of individual plants with as much height and
spread as practical. Do not cut central leader on trees. Make cuts with
sharp instruments flush with branch collars so that collars remain in
place. Do not flush with trunk or adjacent branches requiring collars to
be removed.
3.4.9.2 Wound Dressing
Do not apply tree wound dressing to cuts.
0 -- End of Section --
•
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is
SECTION TABLE OF CONTENTS
DIVISION 02 - SITE CONSTRUCTION
SECTION 02931L
BIORETENTION AREAS
02/06
PART 1 GENERAL
1.1 REFERENCES
1.2 SUBMITTALS
1.3 DESCRIPTION OF WORK
1.4 DELIVERY, INSPECTION, STORAGE, AND HANDLING
PART 2 PRODUCTS
2.1 PLANTINGS
2.2 WATER
2.3 MULCHES TOPDRESSING
2.3.1 Organic Mulch Materials
2.3.2 Recycled Organic Mulch
2.4 PLANTING SOIL
2.4.1 Planting Soil Composition
2.4.2 Criteria for Planting Soil
2.5 UNDERDRAIN GRAVEL
2.6 UNDERDRAIN PIPING
2.7 GEOTEXTILE
2.8 SAND
PART 3 EXECUTION
3.1 COMPACTION AND BACKFILLING
3.2 UNDERDRAINS
3.3 PLANT INSTALLATION
3.3.1 Bracing Trees
3.3.2 Fertilizer
3.4 CONSTRUCTION SEQUENCE
-- End of Section Table of Contents --
l?
u
RCCO
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•
SECTION 02931L
BIORETENTION AREAS
02/06
PART 1 GENERAL
RCCO
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 43 (1988; R 2003) Sizes of Aggregate for Road
and Bridge Construction
AASHTO M 278 (2002) Standard Specification for Class PS
46 Polyvinyl Chloride (PVC) Pipe
AASHTO M 194 (1997) Standard Method of Test for
Determination of Organic Matter in Soils
by Wet Combustion
AASHTO T 88 (2000) Standard Method of Test for
Particle Size Analysis of Soils
ASTM INTERNATIONAL (ASTM)
ASTM C 25 (1999)Chemical Analysis of Limestone,
Quicklime, and Hydrated Lime
ASTM D 4972 (2001) Standard Test Method for pH of Soils
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for information only. When
used, a designation following the "G" designation identifies the office
that will review the submittal for the Government. The following shall be
submitted in accordance with Section 01330L SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Planting Soil Source; G, RE.
SD-03 Product Data
Geotextile Fabrics;
is Manufacturer's literature including physical characteristics,
application and installation instructions.
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O SD-OG Test Reports
Geotextile Fabrics;
RCCO
Certified reports of inspections and laboratory tests, prepared
by an independent testing agency, including analysis and
interpretation of test results. Each report shall be properly
identified. Test methods used and compliance with recognized test
standards shall be described.
Planting Soil Sieve Analysis; G, RE.
Standard Soil Test; G, RE.
Organic Matter Test; G, RE.
Soluble Salts Test; G, RE.
SD-07 Certificates
Geotextile Fabrics;
Prior to delivery of materials, certificates of compliance
attesting that materials meet the specified requirements.
Certified copies of the material certificates shall include the
following.
For items listed in this section:
a. Certification of recycled content or,
b. Statement of recycled content.
c. Certification of origin including the name, address and
telephone number of manufacturer.
1.3 DESCRIPTION OF WORK
Bioretention areas are small landscaped basins intended to provide water
quality management by filtering stormwater runoff before release into
stormdrain systems. This work shall consist of installing bioretention
areas as specified herein and on the drawings. This work shall include all
necessary materials, labor, supervision and equipment for installation of a
complete system. This section shall be coordinated with the requirements
of Section 02300 EARTHWORK, and Section 02930 EXTERIOR PLANTS.
1.4 DELIVERY, INSPECTION, STORAGE, AND HANDLING
Materials shall be stored in designated areas and as recommended by the
manufacturer protected from the elements, direct exposure, and damage.
Containers shall not be dropped from trucks. Material shall be free of
defects that would void required performance or warranty.
a. Geotextile fabric shall be furnished in rolls with suitable
wrapping to protect against moisture and extended ultraviolet
• exposure prior to placement. Geotextile fabric rolls shall be
labeled to provide identification sufficient for inventory and
quality control purposes.
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b. Plants shall be inspected upon arrival at the jobsite for
conformity to species and quality.
PART 2 PRODUCTS
2.1 PLANTINGS
Plantings are shall be of the species, size, quanitity, and location as
specified on the landscaping plan(s) in the drawings.
2.2 WATER
Source of water shall be approved by the Contracting Officer, and be of
suitable quality for irrigation.
2.3 MULCHES TOPDRESSING
Free from noxious weeds, mold, or other deleterious materials. The mulch
shall be well aged, 6 months at a minimum.
2.3.1 Organic Mulch Materials
Shredded hardwood.
2.3.2 Recycled Organic Mulch
Recycled mulch may include compost, tree trimmings, or pine needles with a
gradation that passes through a 2-1/2 by 2-1/2 inch screen. It shall be
cleaned of all sticks a minimum 1 inch in diameter and plastic materials a
minimum 3 inch length. The material shall be treated to retard the growth
of mold and fungi.
2.4 PLANTING SOIL
The soil shall be a uniform mix, free of stones, stumps, roots or other
similar objects larger than one inch. No other materials or substances
shall be mixed or dumped within the bioretention area that may be harmful
to plant growth, or prove a hindrance to the planting or maintenance
operations. The planting soil shall be free of noxious weeds.
2.4.1 Planting Soil Composition
The planting soil shall be salvaged or furnished. The planting soil shall
contain the following components:
a. Sand 50-600
b. Topsoil 20-30%
c. Leaf Compost 20-30%
d. Clay <2%
At least 45 calendar days prior to the start of construction of
bioretention areas, the Contractor shall submit the Planting Soil Source to
the Contracting Officer's Representative for approval. A Planting Soil
Sieve Analysis shall be submitted for approval with the planting soil
source.
is
SECTION 02931L Page 4
Raleigh Durham USARC RCCO
Raleigh USARC
• 2.4.2 Criteria for Planting Soil
The planting soil shall be tested meet the following criteria:
a. pH range 5.2 - 7.0
b. organic matter 1.5 - 40
c. magnesium 35 lb./ac.
d. phosphorus P205 75 lb./ac.
e. potassium K20 85 lb./ac.
f. soluble salts not to exceed 500 ppm
All bioretention areas shall have a minimum of one test set, submitted for
approval. Each test set shall consist of the Standard Soil Test for pH,
phosphorus, magnesium and potassium, an Organic Matter Test, and a Soluble
Salts Test. All testing results shall come from the same testing facility.
Should the pH fall outside the acceptable range, it may be modified with
lime (to raise) or iron sulfate plus sulfur (to lower). The lime or iron
sulfate must be mixed uniformly into the planting soil prior to use in the
bioretention area.
Should the planting soil not meet the minimum requirement for magnesium, it
may be modified with magnesium sulfate. Likewise, should the planting soil
not meet the minimum requirements for potassium, it may be modified with
potash. Magnesium sulfate and potash must be mixed uniformly into the
planting soil prior to use in the bioretention area.
2.5 UNDERDRAIN GRAVEL
The underdrain gravel shall meet the gradation requirements of AASHTO M 43,
No. 57 stone.
2.6 UNDERDRAIN PIPING
The underdrain piping shall comply with AASHTO M 278.
2.7 GEOTEXTILE
The geotextile shall have a Class "C" apparent opening size (ASTM D 4751).
2.8 SAND
Sand shall comply with ASTM C 33. Sand substitutions such as Diabase and
Graystone #10 are not acceptable. No calcium carbonated or dolomitic sand
substitutions shall be acceptable. No "rock dust" shall be used for sand.
PART 3 EXECUTION
3.1 COMPACTION AND BACKFILLING
Compaction of the base of the bioretention area and the required backfill
shall be minimized to the maximum extent. When possible, use excavation
hoes to remove the original soil. If bioretention areas are excavated
using a loader, the Contractor shall use wide track or marsh track
equipment, or light equipment with turf type tires. Use of equipment with
narrow tracks or narrow tires, rubber tires with large lugs, or high
pressure tires will cause excessive compaction resulting in reduced
infiltration rates and storage volumes and is not acceptable. Compaction
will significantly contribute to design failure.
SECTION 02931L Page 5
Raleigh Durham USARC
Raleigh USARC
RCCO
• compaction shall be alleviated at the base of the bioretention area by
using a primary tilling operation such as a chisel plow, ripper, or
subsoiler. These tilling operations shall refracture the soil profile to a
depth of 12 inches. Substitute methods must be approved by the Contracting
Officer's Representative. Rototillers typically do not till deep enough to
reduce the effects of compaction from heavy equipment.
Thoroughly mix 2 to 3 inches of sand into the base of the bioretention
facility before constructing the underdrain. Place 3 to 4 inches of
planting soil over the sand, then throughly mix the sand/planting soil to
create a gradation zone. Backfill the remainder of the planting soil to
final grade.
When backfilling the bioretention area, place soil in lifts of 12 to 24,
inches. Do not use heavy equipment within the bioretention area. Heavy
equipment can be used around the perimeter of the basin to supply soils and
sand. Grade bioretention materials to final grade by hand or with light
equipment.
3.2 UNDERDRAINS
Underdrains shall be constructed as shown in the drawings. The ends of
underdrain pipes not terminating in a drainage structure or cleanout/well
shall be capped.
The underdrain pipe shall be constructed at a minimum slope of 0.50.
Cleanouts/observation wells of 6-inch non-perforated pipe shall be placed
vertically in the bioretention area as shown on the drawings. The
cleanouts/wells shall be connected to the perforated underdrain with the
appropriate manufactured connnections. The cleanouts/wells shall extend 6
inches above the grade elevation, and shall be capped with a screw cap.
3.3 PLANT INSTALLATION
Mulch around individual plants only. The plant root ball should be planted
so 1/8 of the ball is above the final grade surface. Root stock of the
plant material shall be kept moist during transport and on-site storage.
The diameter of the planting pit shall be at least six inches larger than
the diameter of the planting ball. Set and maintain the plant straight
during the entire planting process. Thoroughly water ground bed cover
after installation.
3.3.1 Bracing Trees
Trees shall be braced using 2" x 2" stakes only as necessary and for the
first growing season only. Stakes are to be equally spaced on the outside
of the tree ball.
3.3.2 Fertilizer
The topsoil specifications provide enough organic material to adequately
supply nutrients from natural cycling. The primary function of the
bioretention area is to improve water quality. Adding fertilizers defeats,
or at a minimum impededs this goal. Only add fertilizer if wood chips or
mulch is used to amend the soil. Rototill urea fertilizer at a rate of 2
• lb. per 1000 square feet.
SECTION 02931L Page 6
Raleigh Durham USARC RCCO
Raleigh USARC
• 3.4 CONSTRUCTION SEQUENCE
1. Install erosion and sediment control devices as shown on the
drawings.
2. Grade site to elevations shown on the drawings. Stabilize grading
except for the bioretention areas.
3. Finish paving all roadways and parking lots.
4. Complete permanent seeding.
5. Remove trapped/accumulated sediments from bioretention area
locations.
6. Excavate bioretention areas to proposed invert depth and scarify the
existing soil surfaces, taking care not to compact the in-situ
materials.
7. Install underdrain system and clean outs/observation wells.
8. Backfill bioretention areas with planting soil as shown on the
drawings and detailed in the specifications. Overfilling is
recommended to account for settlement.
9. Presoak the planting soil prior to planting vegetation to allow for
settlement. This can be done by water truck or allowing water to enter
the pit from a rain event.
10. Excavate or fill to achieve proper design grade, leaving space for
the upper layer of mulch and/or topsoil that will bring the surface to
final grade and ready for planting.
11. Plant vegetation specified in the landscape plan for bioretention
area.
12. Mulch and install erosion protection at entrance points. Remove
erosion and sediment control devices after the site is stabilized, and
in accordance with the Stormwater Pollution Prevention Plan.
-- End of Section --
•
SECTION 02931L Page 7
Raleigh Durham USARC

SECTION 02630
•
PART 1 GENERAL
STORM DRAINAGE
07/03
RCCO
1.1 REFERENCES
0
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ACI INTERNATIONAL (ACI)
ACT 346 (2001) Specification for Cast-in-Place
Concrete Pipe
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO 'ER-17 (2002) Standard Specifications for Highway
Bridges
AASHTO M 1.67 (2003) Corrugated Steel Structural Plate,
Zinc-Coated, for Field-Bolted Pipe,
Pipe-Arches and Arches
AAS'r.TO M 1130 (1995; R 2000) Bituminous Coated
Corrugated Metal Culvert Pipe and Pipe
Arches
Nr.SITO 1,1 198 (2003) Joints for Concrete Pipe, Manholes,
and Precast Box Sections Using Preformed
Flexible Joint Sealants
AASHTO M 219 (1992; R 2000) Corrugated Aluminum Alloy
Structural Plate for Field-Bolted Pipe,
Pipe-Arches, and Arches
AASHTO td 2.13 (1996; R 2000) Field-Applied Coating of
Corrugated Metal Structural Plate for
Pipe, Pipe-Arches, and Arches
AASFiTO M 291 (2003) Corrugated Polyethylene Pipe, 300-
to 1200-mm Diameter
AASHTO VP7 (2001) Specification for Corrugated
Polyethylene Pipe, 1350 and 1500 mm
Diameter
AMERICAN RAILWAY ENGINEERING AND MAINTENANCE-OF-WAY ASSOCIATION
(AREMA)
• AREMA Manual (2004) Manual for Railway Engineering
SECTION 02630 Page 1
Raleigh Durham USARC
0 ASTM INTERNATIONAL (ASTM)
RCCO
ASTf•', A 123/A 123M (2002) Zinc (Hot-Dip Galvanized) Coatings
on Iron and Steel Products
ASTM A 18/A -1 81,1 (2003) Gray Iron Castings
ASTM A 536) (1984; R 2004) Ductile Iron Castings
AST,; A 716 (2003) Ductile Iron Culvert Pipe
AST1,1 A 7.1 (2004a) Cast Iron Soil Pipe and Fittings
AST,,! A 712/A 7421,1 (2003) Steel Sheet, Metallic Coated and
Polymer Precoated for Corrugated Steel Pipe
ASTM A 760/A 760M (2001a) Corrugated Steel Pipe,
Metallic-Coated for Sewers and Drains
ASTM A 762/A 762M (2000) Corrugated Steel Pipe, Polymer
Precoated for Sewers and Drains
AST14 A 798/A 798M (2001) Installing Factory-Made Corrugated
Steel Pipe for Sewers and Other
Applications
ASTM A 807/A 8071,j (2002el) Installing Corrugated Steel
Structural Plate Pipe for Sewers and Other
Applications
ASTM A 8.19 (2000) Post-Applied Coatings, Pavings, and
Linings for Corrugated Steel Sewer and
Drainage Pipe
A=*,' A 929/A 929M, (2001) Steel Sheet, Metallic-Coated by the
Hot-Dip Process for Corrugated Steel Pipe
ASTM B 26/B 2 6fd (2003) Aluminum-Alloy Sand Castings
ASTM B 7.15/B 7.15M (1997) Corrugated Aluminum Pipe for Sewers
and Drains
ASTMM C 1103 (2003)Joint Acceptance Testing of
Installed Precast Concrete Pipe Sewer Lines
A::,Tltl C 1103M (2003) Joint Acceptance Testing of
Installed Precast Concrete Pipe Sewer
Lines (Metric)
ASTf?! C 12 (2004) Installing Vitrified Clay Pipe Lines
ASTM C 139 (2003) Concrete Masonry Units for
Construction of Catch Basins and Manholes
ASTM C 14 (2003) Concrete Sewer, Storm Drain, and
Culvert Pipe
• ASTM C 1,133 (2004) Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains, and
SECTION 02630 Page 2
Raleigh Durham USARC
• Sewers
RCCO
ASTM C 1133hi (2004) Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains, and
Sewers (Metric)
ASTt,i C 1.1Id (2004) Concrete Sewer, Storm Drain, and
Culvert Pipe (Metric)
ASTM C 231 (2004) Air Content of Freshly Mixed
Concrete by the Pressure Method
ASTM C 270 (2004a) Mortar for Unit Masonry
,,STN C 32 (2004) Sewer and Manhole Brick (Made from
Clay or Shale)
ASTM C 425 (2004) Compression Joints for Vitrified
Clay Pipe and Fittings
AfSTM C .113 (2003) Joints for Concrete Pipe and
Manholes, Using Rubber Gaskets
ASTf; C 1.131, (2003) Joints for Concrete Pipe and
Manholes, Using Rubber Gaskets (Metric)
ASTM C ='1 (2003) Perforated Concrete Pipe
• ASThi C -11 1d (2003) Perforated Concrete Pipe (Metric)
Af= C 478 (2003a) Precast Reinforced Concrete
Manhole Sections
ASTf,', C -1781=11, (2003a) Precast Reinforced Concrete
Manhole Sections (Metric)
ASTf; C 506 (2002) Reinforced Concrete Arch Culvert,
Storm Drain, and Sewer Pipe
At:,Tt=i C 506t?1 (2002) Reinforced Concrete and Culvert,
Storm Drain, and Sewer Pipe (Metric
ASTI,: C 507 (2002) Reinforced Concrete Elliptical
Culvert, Storm Drain, and Sewer Pipe
ASTM, C 50714 (2002) Reinforced Concrete Elliptical
Culvert, Storm Drain, and Sewer Pipe
(Metric)
AST11 C 55 (2003) Concrete Brick
ASTM C 561 (2003a) Rubber Gaskets for Cast Iron Soil
Pipe and Fittings
ASTM C 62 (2004) Building Brick (Solid Masonry Units
Made from Clay or Shale)
ASTM C 655 (2004) Reinforced Concrete D-Load Culvert,
Storm Drain, and Sewer Pipe
SECTION 02630 Page 3
Raleigh Durham USARC RCCO
ASTI C 700 (2002) Vitrified Clay Pipe, Extra
Strength, Standard Strength, and Perforated
ASTM C 76 (2004a) Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe
ASTFI C 761,1 (2004) Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe (Metric)
ASTh1 C 828 (2003) Low-Pressure Air Test of Vitrified
Clay Pipe Lines
ASTi•1 C 877 (2002) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
ASTI C 37711 (2002) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
(Metric)
ASTI.1 C 923 (2002) Resilient Connectors Between
Reinforced Concrete Manhole Structures,
Pipes and Laterals
ASTIG, C 9231,1 (2002) Resilient Connectors Between
Reinforced Concrete Manhole Structures,
Pipes and Laterals (Metric)
ASTh1 C 921 (2002) Testing Concrete Pipe Sewer Lines
by Low-Pressure Air Test Method
AS7,1 C 92'M (2002) Testing Concrete Pipe Sewer Liner
by Low-Pressure Air Test Method (Metric)
AST1,1 D 105(3 (2000) Flexible Cellular Materials -
Sponge or Expanded Rubber
ASTh7 D 1.171. (1999) Rubber Deterioration - Surface
Ozone Cracking Outdoors or Chamber
(Triangular Specimens)
ASTN D 1557 (2002el) Laboratory Compaction
Characteristics of Soil Using Modified
Effort (56,000 ft-lbf/cu. ft. (2,700
kN-m/cu.m.))
ASTM D 1751. (2004) Preformed Expansion Joint Filler
for Concrete Paving and Structural
Construction (Nonextruding and Resilient
Bituminous Types)
AST14 D 1752 (2004; Rev A) Preformed Sponge Rubber Cork
and Recycled PVC Expansion Joint Fillers
for Concrete Paving and Structural
Construction
• ASTM D 17£31 (2003) Rigid Poly(Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly(Vinyl
Chloride) (CPVC) Compounds
SECTION 02630 Page 4
Raleigh Durham USARC RCCO
AST14 D 2167 (1994; R 2001) Density and Unit Weight of
Soil in Place by the Rubber Balloon Method
ASTM D 2321 (2000) Underground Installation of
Thermoplastic Pipe for Sewers and Other
Gravity-Flow Applications
ASTN D 2729 (2003) Poly(Vinyl Chloride) (PVC) Sewer
Pipe and Fittings
ASTH D 2922 (2004) Density of Soil and Soil-Aggregate
in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 (2004) Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth)
ASTM D 303.1 (2004) Type PSM Poly(Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM D 3212 (1996a; R 2003) Joints for Drain and Sewer
Plastic Pipes Using Flexible Elastomeric
Seals
ASTh1 D 3350 (2002a) Polyethylene Plastics Pipe and
Fittings Materials
AST11 F 1-117 (1992; R 1998) Installation Acceptance of
Plastic Gravity Sewer Lines Using
Low-Pressure Air
ASTM F 4,77 (2002el) Elastomeric Seals (Gaskets) for
Joining Plastic Pipe
ASTM F 679 (2003) Poly(Vinyl Chloride) (PVC)
Large-Diameter Plastic Gravity Sewer Pipe
and Fittings
ASTM F 71-1 (2003) Polyethylene (PE) Plastic Pipe
(SDR-PR) Based on Outside Diameter
ASTM F 791 (2003) Poly(Vinyl Chloride) (PVC) Profile
Gravity Sewer Pipe and Fittings Based on
Controlled Inside Diameter
AS TM F 89.1 (1998a) Polyethylene (PE) Large Diameter
Profile Wall Sewer and Drain Pipe
ASTM F 9.19 (2003) Poly(Vinyl Chloride) (PVC)
Corrugated Sewer Pipe with a Smooth
Interior and Fittings
1.2 NOT USED
1.3 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.][information only. When used, a designation following the "G"
SECTION 02630 Page 5
Raleigh Durham USARC
RCCO
designation identifies the office that will review the submittal for the
Government.] The following shall be submitted in accordance with Section
01330 SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to
installation.
SD-04 Samples
Pipe for Culverts and Storm Drains
Samples of the following materials, before work is started:
Gaskets.
SD-07 Certificates
Resin Certification
Pipeline Testing
Hydrostatic Test on Watertight Joints
Determination of Density
Frame and Cover for Gratings
Certified copies of test reports demonstrating conformance to
• applicable pipe specifications, before pipe is installed.
Certification on the ability of frame and cover or gratings to
carry the imposed live load.
1.4 DELIVERY, STORAGE, AND HANDLING
1.4.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. The Contractor shall have a copy
of the manufacturer's instructions available at the construction site at
all times and shall follow these instructions unless directed otherwise by
the Contracting Officer. Solvents, solvent compounds, lubricants,
elastomeric gaskets, and any similar materials required to install plastic
pipe shall be stored in accordance with the manufacturer's recommendations
and shall be discarded if the storage period exceeds the recommended shelf
life. Solvents in use shall be discarded when the recommended pot life is
exceeded.
1.4.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
?I
?J
SECTION 02630 Page 6
Raleigh Durham USARC RCCO
PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1 Concrete Pipe
ASTM C 76, Class III, IV, V, or AST14 C 655, 2000 D-Load.
2.1.2 Not Used
2.1.3 Not Used
2.1.4 Not Used
2.1.5 Not Used
2.1.6 Not Used
2.1.7 Ductile Iron Culvert Pipe
AST14 A 71.6.
2.1.8 Not Used
2.1.9 Perforated Piping
2.1.9.1 PVC Pipe
A STi1 D 2729.
2.1.10 Not Used
2.2 DRAINAGE STRUCTURES
2.2.1 Storm Sewer Catch Basins (CB) and Yard Inlets (YI)
Catch basins shall be NCDOT catch basins in accordance with NCDOT standard
drawings 840.02 and 840.03. Yard inlets shall be NCDOT yard inlets in
accordance with NCDOT standard drawings, and as indicated on the plans.
The referenced standard drawings are available from the following NCDOT
internet site:
http://www.ncdot.org/doh/construction/ps/std_draw/06english.
2.2.2 Headwalls (HW)
Headwalls shall be concrete, in accordance with NCDOT standard drawings,
and as indicated on the plans. The referenced standard drawings are
available from the following NCDOT internet site:
http://www.ncdot.org/doh/construction/ps/std_draw/06onglish.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for concrete under Section 03300A CAST-IN-PLACE
SECTION 02630 Page 7
Raleigh Durham USARC RCCO
• STRUCTURAL CONCRETE. The concrete mixture shall have air content by volume
of concrete, based on measurements made immediately after discharge from
the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds
1-1/2 inches. Air content shall be determined in accordance with ASTI,, C 231.
The concrete covering over steel reinforcing shall not be less than 1 inch
thick for covers and not less than 1-1/2 inches thick for walls and
flooring. Concrete covering deposited directly against the ground shall
have a thickness of at least 3 inches between steel and ground.
Expansion-joint filler material shall conform to ASTI D 1751, or ASTM D 1752,
or shall be resin-impregnated fiberboard conforming to the physical
requirements of ASTt=i D 1752.
2.3.2 Mortar
Mortar for pipe joints, connections to other drainage structures, and brick
or block construction shall conform to A.STE C 270, Type M, except that the
maximum placement time shall be 1 hour. The quantity of water in the
mixture shall be sufficient to produce a stiff workable mortar but in no
case shall exceed 4 gallons of water per sack of cement. Water shall be
clean and free of harmful acids, alkalies, and organic impurities. The
mortar shall be used within 30 minutes after the ingredients are mixed with
water. The inside of the joint shall be wiped clean and finished smooth.
The mortar head on the outside shall be protected from air and sun with a
proper covering until satisfactorily cured.
2.3.3 Precast Concrete Segmental Blocks
Precast concrete segmental block shall conform to ASTM C 139, not more than
• 8 inches thick, not less than 8 inches long, and of such shape that joints
can be sealed effectively and bonded with cement mortar.
2.3.4 Brick
Brick shall conform to AST.%] C 62, Grade SW; :?.:,Ti,? C 55, Grade S-I or S-II;
or A;Tt=? C 3,., Grade MS. Mortar for jointing and plastering shall consist
of one part portland cement and two parts fine sand. Lime may be added to
the mortar in a quantity not more than 25 percent of the volume of cement.
The joints shall be filled completely and shall be smooth and free from
surplus mortar on the inside of the structure. Brick structures shall be
plastered with 1/2 inch of mortar over the entire outside surface of the
walls. For square or rectangular structures, brick shall be laid in
stretcher courses with a header course every sixth course. For round
structures, brick shall be laid radially with every sixth course a
stretcher course.
2.3.5 Precast Reinforced Concrete Manholes
Precast reinforced concrete manholes shall conform to AST!,, C 178. Joints
between precast concrete risers and tops shall be [full-bedded in cement
mortar and shall be smoothed to a uniform surface on both interior and
exterior of the structure] [made with flexible watertight, rubber-type
gaskets meeting the requirements of paragraph JOINTS].
2.3.6 Not Used
2.3.7 Frame and Cover for Gratings
S Frame and cover for gratings shall be cast gray iron, ASTM A 48/A -18M,
Class 35B; cast ductile iron, ASTM A 536, Grade 65-45-12; or cast aluminum,
SECTION 02630 Page 8
Raleigh Durham USARC RCCO
• ASTN c 26/° 26N, Alloy 356.OT6. Weight, shape, size, and waterway openings
for grates and curb inlets (catch basins) shall be as indicated on the plans
and in the NCDOT standard drawings.
2.3.8 Joints
2.3.8.1 Flexible Watertight Joints
a. Materials: Flexible watertight joints shall be made with plastic
or rubber-type gaskets for concrete pipe and with
factory-fabricated resilient materials for clay pipe. The design
of joints and the physical requirements for plastic gaskets shall
conform to AAS11T0 1198, and rubber-type gaskets shall conform to
AST[' C 443. Factory-fabricated resilient joint materials shall
conform to ASTI? C 4.'25. Gaskets shall have not more than one
factory-fabricated splice, except that two factory-fabricated
splices of the rubber-type gasket are permitted if the nominal
diameter of the pipe being gasketed exceeds 54 inches.
b. Test Requirements: Watertight joints shall be tested and shall
meet test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT
JOINTS. Rubber gaskets shall comply with the oil resistant gasket
requirements of rcT[1 C 443. Certified copies of test results
shall be delivered to the Contracting Officer before gaskets or
jointing materials are installed. Alternate types of watertight
joint may be furnished, if specifically approved.
2.3.8.2 External Sealing Bands
• Requirements for external sealing bands shall conform to ASTM C 877.
2.3.8.3 Flexible Watertight, Gasketed Joints
a. Gaskets: When infiltration or exfiltration is a concern for
pipe lines, the couplings may be required to have gaskets. The
closed-cell expanded rubber gaskets shall be a continuous band
approximately 7 inches wide and approximately 3/8 inch thick,
meeting the requirements of ASTP1 D 1056, Type 2B3, and shall have
a quality retention rating of not less than 70 percent when tested
for weather resistance by ozone chamber exposure, Method B of
ASTM D 1.17.1. Rubber O-ring gaskets shall be 13/16 inch in
diameter for pipe diameters of 36 inches or smaller and 7/8 inch
in diameter for larger pipe having 1/2 inch deep end corrugation.
Rubber O-ring gaskets shall be 1-3/8 inches in diameter for pipe
having 1 inch deep end corrugations. O-rings shall meet the
requirements of AAz314'70 1?1 138 or 3T11 C 443. Flexible plastic
gaskets shall conform to requirements of AASHTO M 198, Type B.
b. Connecting Bands: Connecting bands shall be of the type, size and
sheet thickness of band, and the size of angles, bolts, rods and
lugs as indicated or where not indicated as specified in the
applicable standards or specifications for the pipe. Exterior
rivet heads in the longitudinal seam under the connecting band
shall be countersunk or the rivets shall be omitted and the seam
welded. Watertight joints shall be tested and shall meet the test
requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.
•
SECTION 02630 Page 9
Raleigh Durham USARC RCCO
• 2.3.8.4 Not Used
2.3.8.5 Not Used
2.3.8.6 Not Used
2.3.8.7 Not Used
2.3.8.8 Ductile Iron Pipe
Couplings and fittings shall be as recommended by the pipe manufacturer.
2.4 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 443, except shore A durometer hardness shall be 70 plus or minus
5. Aluminum steps or rungs will not be permitted. The steps shall not be
less than 12 inches in width spaced 12 inches apart. The treads of all
steps shall have antiskid properties for hand and foot grips. Steps are
not required in manholes less than 4 feet deep.
2.5 NOT USED
2.6 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C 923.
2.7 HYDROSTATIC TEST ON WATERTIGHT JOINTS
2.7.1 Concrete Pipe
A hydrostatic test shall be made on the watertight joint types as proposed.
Only one sample joint of each type needs testing; however, if the sample
joint fails because of faulty design or workmanship, an additional sample
joint may be tested. During the test period, gaskets or other jointing
material shall be protected from extreme temperatures which might adversely
affect the performance of such materials. Performance requirements for
joints in reinforced and nonreinforced concrete pipe shall conform to
AASHTO N, 198 or AST1 C 4-13.
2.8 EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness as indicated on the drawings.
PART 3 EXECUTION
3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 02300L EARTHWORK and the requirements specified below.
•
SECTION 02630 Page 10
Raleigh Durham USARC
e 3.1.1 Trenching
RCCO
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus 24 inches to permit
satisfactory jointing and thorough tamping of the bedding material under
and around the pipe. Sheeting and bracing, where required, shall be placed
within the trench width as specified. Contractor shall not overexcavate.
Where trench widths are exceeded, redesign with a resultant increase in
cost of stronger pipe or special installation procedures will be necessary.
Cost of this redesign and increased cost of pipe or installation shall be
borne by the Contractor without additional cost to the Government.
3.1.2 Removal of Rock
Rock in either ledge or boulder formation shall be replaced with suitable
materials to provide a compacted earth cushion having a thickness between
unremoved rock and the pipe of at least a inches or 1/2 inch for each foot
of fill over the top of the pipe, whichever is greater, but not more than
three-fourths the nominal diameter of the pipe. Where bell-and-spigot pipe
is used, the cushion shall be maintained under the bell as well as under
the straight portion of the pipe. Rock excavation shall be as specified
and defined in Section 02300 EARTHWORK.
3.1.3 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
• required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in a soil foundation accurately shaped and rounded to
conform to the lowest one-fourth of the outside portion of circular pipe or
to the lower curved portion of pipe arch for the entire length of the pipe
or pipe arch. When necessary, the bedding shall be tamped. Bell holes and
depressions for joints shall be not more than the length, depth, and width
required for properly making the particular type of joint.
3.3 PLACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe shall be protected from
exposure to direct sunlight prior to laying, if necessary to maintain
adequate pipe stiffness and meet installation deflection requirements.
Pipelines shall be laid to the grades and alignment indicated. Proper
facilities shall be provided for lowering sections of pipe into trenches.
Lifting lugs in vertically elongated metal pipe shall be placed in the same
SECTION 02630 Page 11
Raleigh Durham USARC
RCCO
vertical plane as the major axis of the pipe. Pipe shall not be laid in
water, and pipe shall not be laid when trench conditions or weather are
unsuitable for such work. Diversion of drainage or dewatering of trenches
during construction shall be provided as necessary. Deflection of
installed flexible pipe shall not exceed the following limits:
MAXIMUM ALLOWABLE
TYPE OF PIPE DEFLECTION (a)
Plastic 7.5
Not less than 30 days after the completion of backfilling, the Government
may perform a deflection test on the entire length of installed flexible
pipe using a mandrel or other suitable device. Installed flexible pipe
showing deflections greater than those indicated above shall be retested by
a run from the opposite direction. If the retest also fails, the suspect
pipe shall be replaced.
3.3.1 Concrete and Ductile Iron Pipe
Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and
tongue ends of tongue-and-groove pipe pointing in the direction of the flow.
3.3.2 Not Used
3.3.3 Not Used
3.3.4 Not Used
3.3.5 Not Used
3.3.6 Not Used
3.3.7 Not Used
3.3.8 Jacking Pipe Through Fills
Methods of operation and installation for jacking pipe through fills shall
conform to requirements specified in Volume 1, Chapter 1, Part 4 of
ARFMA Maniial.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Cement-Mortar Bell-and-Spigot Joint
The first pipe shall be bedded to the established gradeline, with the bell
end placed upstream. The interior surface of the bell shall be thoroughly
cleaned with a wet brush and the lower portion of the bell filled with
mortar as required to bring inner surfaces of abutting pipes flush and
even. The spigot end of each subsequent pipe shall be cleaned with a wet
brush and uniformly matched into a bell so that sections are closely
fitted. After each section is laid, the remainder of the joint shall be
filled with mortar, and a bead shall be formed around the outside of the
• joint with sufficient additional mortar. If mortar is not sufficiently
stiff to prevent appreciable slump before setting, the outside of the joint
shall be wrapped or bandaged with cheesecloth to hold mortar in place.
SECTION 02630 Page 12
Raleigh Durham USARC RCCO
• 3.4.1.2 Cement-Mortar Oakum Joint for Bell-and-Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric. Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket
shall be thoroughly saturated with neat cement grout. The bell of the pipe
shall be thoroughly cleaned with a wet brush, and the gasket shall be laid
in the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount of
mortar shall be inserted in the annular space for the upper two-thirds of
the circumference. The gasket shall be lapped at the top of the pipe and
driven home in the annular space with a caulking tool. The remainder of
the annular space shall be filled completely with mortar and beveled at an
angle of approximately 45 degrees with the outside of the bell. If mortar
is not sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint thus made shall be wrapped with cheesecloth. Placing
of this type of joint shall be kept at least five joints behind laying
operations.
3.4.1.3 Cement-Mortar Diaper Joint for Bell-and-Spigot Pipe
The pipe shall be centered so that the annular space is uniform. The
annular space shall be caulked with jute or oakum. Before caulking, the
inside of the bell and the outside of the spigot shall be cleaned.
• a. Diaper Bands: Diaper bands shall consist of heavy cloth fabric to
hold grout in place at joints and shall be cut in lengths that
extend one-eighth of the circumference of pipe above the spring
line on one side of the pipe and up to the spring line on the
other side of the pipe. Longitudinal edges of fabric bands shall
be rolled and stitched around two pieces of wire. Width of fabric
bands shall be such that after fabric has been securely stitched
around both edges on wires, the wires will be uniformly spaced not
less than 8 inches apart. Wires shall be cut into lengths to pass
around pipe with sufficient extra length for the ends to be
twisted at top of pipe to hold the band securely in place; bands
shall be accurately centered around lower portion of joint.
b. Grout: Grout shall be poured between band and pipe from the high
side of band only, until grout rises to the top of band at the
spring line of pipe, or as nearly so as possible, on the opposite
side of pipe, to ensure a thorough sealing of joint around the
portion of pipe covered by the band. Silt, slush, water, or
polluted mortar grout forced up on the lower side shall be forced
out by pouring, and removed.
C. Remainder of Joint: The remaining unfilled upper portion of the
joint shall be filled with mortar and a bead formed around the
outside of this upper portion of the joint with a sufficient
amount of additional mortar. The diaper shall be left in place.
Placing of this type of joint shall be kept at least five joints
behind actual laying of pipe. No backfilling around joints shall
be done until joints have been fully inspected and approved.
0
SECTION 02630 Page 13
Raleigh Durham USARC
® 3.4.1.4 Cement-Mortar Tongue-and-Groove Joint
RCCO
The first pipe shall be bedded carefully to the established gradeline with
the groove upstream. A shallow excavation shall be made underneath the
pipe at the joint and filled with mortar to provide a bed for the pipe.
The grooved end of the first pipe shall be thoroughly cleaned with a wet
brush, and a layer of soft mortar applied to the lower half of the groove.
The tongue of the second pipe shall be cleaned with a wet brush; while in
horizontal position, a layer of soft mortar shall be applied to the upper
half of the tongue. The tongue end of the second pipe shall be inserted in
the grooved end of the first pipe until mortar is squeezed out on interior
and exterior surfaces. Sufficient mortar shall be used to fill the joint
completely and to form a bead on the outside.
3.4.1.5 Cement-Mortar Diaper Joint for Tongue-and-Groove Pipe
The joint shall be of the type described for cement-mortar
tongue-and-groove joint in this paragraph, except that the shallow
excavation directly beneath the joint shall not be filled with mortar until
after a gauze or cheesecloth band dipped in cement mortar has been wrapped
around the outside of the joint. The cement-mortar bead at the joint shall
be at least 1/2 inch, thick and the width of the diaper band shall be at
least 8 inches. The diaper shall be left in place. Placing of this type
of joint shall be kept at least five joints behind the actual laying of the
pipe. Sackfilling around the joints shall not be done until the joints
have been fully inspected and approved.
3.4.1.6 Plastic Sealing Compound Joints for Tongue-and-Grooved Pipe
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean. Sealing
compounds shall be affixed to the pipe not more than 3 hours prior to
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Sealing compounds shall
be inspected before installation of the pipe, and any loose or improperly
affixed sealing compound shall be removed and replaced. The pipe shall be
aligned with the previously installed pipe, and the joint pulled together.
If, while making the joint with mastic-type sealant, a slight protrusion of
the material is not visible along the entire inner and outer circumference
of the joint when the joint is pulled up, the pipe shall be removed and the
joint remade. After the joint is made, all inner protrusions shall be cut
off flush with the inner surface of the pipe. If nonmastic-type sealant
material is used, the "Squeeze-Out" requirement above will be waived.
3.4.1.7 Flexible Watertight Joints
Gaskets and jointing materials shall be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry. Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
SECTION 02630 Page 14
Raleigh Durham USARC RCCO
3.4.1.8 External Sealing Band Joint for Noncircular Pipe
Surfaces to receive sealing bands shall be dry and clean. Bands shall be
installed in accordance with manufacturer's recommendations.
3.4.2 Not Used
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, brick,
precast reinforced concrete, precast concrete segmental blocks; complete
with frames and covers or gratings; and with fixed galvanized steel ladders
where indicated. Pipe connections to concrete manholes and inlets shall be
made with flexible, watertight connectors.
3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 MANHOLE STEP INSTALLATION
Steps shall be adequately anchored to the wall per the step manufacturer's
reccmmendations and in accordance with NCDOT standard drawings. The wall
along the line of the steps shall be vertical for its entire length.
• 3.7 BACKFILLING
3.7.1 Backfilling Pipe in Trenches
After the pipe has been properly bedded, selected material from excavation
or borrow, at a moisture content that will facilitate compaction, shall be
placed along both sides of pipe in layers not exceeding 6 inches in
compacted depth. The backfill shall be brought up evenly on both sides of
pipe for the full length of pipe. The fill shall be thoroughly compacted
under the haunches of the pipe. Each layer shall be thoroughly compacted
with mechanical tampers or rammers. This method of filling and compacting
shall continue until the fill has reached an elevation of at least 12 inches
above the top of the pipe. The remainder of the trench shall be
backfilled and compacted by spreading and rolling or compacted by
mechanical rammers or tampers in layers not exceeding 6 inches. Tests for
density shall be made as necessary to ensure conformance to the compaction
requirements specified below. Where it is necessary, in the opinion of the
Contracting Officer, that sheeting or portions of bracing used be left in
place, the contract will be adjusted accordingly. Untreated sheeting shall
not be left in place beneath structures or pavements.
3.7.2 Backfilling Pipe in Fill Sections
For pipe placed in fill sections, backfill material and the placement and
compaction procedures shall be as specified below. The fill material shall
be uniformly spread in layers longitudinally on both sides of the pipe, not
exceeding 6 inches in compacted depth, and shall be compacted by rolling
parallel with pipe or by mechanical tamping or ramming. Prior to
commencing normal filling operations, the crown width of the fill at a
height of 12 inches above the top of the pipe shall extend a distance of
not less than twice the outside pipe diameter on each side of the pipe or
SECTION 02630 Page 15
Raleigh Durham USARC RCCO
e 12 feet, whichever is less. After the backfill has reached at least 12
inches above the top of the pipe, the remainder of the fill shall be placed
and thoroughly compacted in layers not exceeding 6 inches.
3.7.3 Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
3.7.4 Compaction
3.7.4.1 General Requirements
Cohesionless materials include gravels, gravel-sand mixtures, sands, and
gravelly sands. Cohesive materials include clayey and silty gravels,
gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays,
silts, and very fine sands. When results of compaction tests for
moisture-density relations are recorded on graphs, cohesionless soils will
show straight lines or reverse-shaped moisture-density curves, and cohesive
soils will show normal moisture-density curves.
3.7.4.2 Minimum Density
Backfill over and around the pipe and backfill around and adjacent to
drainage structures shall be compacted at the approved moisture content to
the following applicable minimum density, which will be determined as
specified below.
a. Under airfield and heliport pavements, paved roads, streets,
parking areas, and similar-use pavements including adjacent
shoulder areas, the density shall be not less than 90 percent of
maximum density for cohesive material and 95 percent of maximum
density for cohesionless material, up to the elevation where
requirements for pavement subgrade materials and compaction shall
control.
b. Under unpaved or turfed traffic areas, density shall not be less
than 90 percent of maximum density for cohesive material and 95
percent of maximum density for cohesionless material.
c. Under ncntraffic areas, density shall be not less than that of the
surrounding material.
3.7.5 Determination of Density
Testing shall be the responsibility of the Contractor and performed at no
additional cost to the Government. Testing shall be performed by an
approved commercial testing laboratory or by the Contractor subject to
approval. Tests shall be performed in sufficient number to ensure that
specified density is being obtained. Laboratory tests for moisture-density
relations shall be made in accordance with ASTM D 1557 except that
mechanical tampers may be used provided the results are correlated with
those obtained with the specified hand tamper. Field density tests shall
• be determined in accordance with ASTM D 2167 or ASTM D 2922. When
ASTM D 2922 is used, the calibration curves shall be checked and adjusted,
if necessary, using the sand cone method as described in paragraph
SECTION 02630 Page 16
Raleigh Durham USARC RCCO
Calibration of the referenced publications. ASTll D 292; results in a wet
unit weight of soil and when using this method ASTM D 3017 shall be used to
determine the moisture content of the soil. The calibration curves
furnished with the moisture gauges shall be checked along with density
calibration checks as described in ASTM D 3017 or AST1,1 D 2922. Test
results shall be furnished the Contracting Officer. The calibration checks
of both the density and moisture gauges shall be made at the beginning of a
job on each different type of material encountered and at intervals as
directed.
3.8 PIPELINE TESTING
3.8.1 Leakage Tests
Lines shall be tested for leakage by low pressure air or water testing or
exfiltration tests, as appropriate. Low pressure air testing for vitrified
clay pipes shall conform to ASTM C 828. Low pressure air testing for
concrete pipes shall conform to AST14; C 92-1. Low pressure air testing for
plastic pipe shall conform to ASTN F 1.=17. Low pressure air testing
procedures for other pipe materials shall use the pressures and testing
times prescribed in ASTM C 82f3 or ASTH C 924, after consultation with the
pipe manufacturer. Testing of individual joints for leakage by low
pressure air or water shall conform to AS7,1 C 1103. Prior to exfiltration
tests, the trench shall be backfilled up to at least the lower half of the
pipe. If required, sufficient additional backfill shall be placed to
prevent pipe movement during testing, leaving the joints uncovered to
permit inspection. Visible leaks encountered shall be corrected regardless
of leakage test results. When the water table is 2 feet or more above the
• top of the pipe at the upper end of the pipeline section to be tested,
infiltration shall be measured using a suitable weir or other device
acceptable to the Contracting Officer. An exfiltration test shall be made
by filling the line to be tested with water so that a head of at least 2
feet is provided above both the water table and the top of the pipe at the
upper end of the pipeline to be tested. The filled line shall be allowed
to stand until the pipe has reached its maximum absorption, but not less
than 4 hours. After absorption, the head shall be reestablished. The
amount of water required to maintain this water level during a 2-hour test
period shall be measured. Leakage as measured by the exfiltration test
shall not exceed 0.2 gallons per inch in diameter per 100 feet of pipeline
per hour. When leakage exceeds the maximum amount specified, satisfactory
correction shall be made and retesting accomplished.
3.8.2 Deflection Testing
Perform a deflection test on entire length of installed plastic pipeline on
completion of work adjacent to and over the pipeline, including leakage
tests, backfilling, placement of fill, grading, paving, concreting, and any
other superimposed loads. Deflection of pipe in the installed pipeline
under external loads shall not exceed 4.5 percent of the average inside
diameter of pipe. Determine whether the allowable deflection has been
exceeded by use of a pull-through device or a deflection measuring device.
a. Pull-through device: This device shall be a spherical,
spheroidal, or elliptical ball, a cylinder, or circular sections
fused to a common shaft. Circular sections shall be so spaced on
the shaft that distance from external faces of front and back
is sections will equal or exceed diameter of the circular section.
Pull-through device may also be of a design promulgated by the
Uni-Sell Plastic Pipe Association, provided that the device meets
SECTION 02630 Page 17
Raleigh Durham USARC RCCO
® the applicable requirements specified in this paragraph, including
those for diameter of the device. Ball, cylinder, or circular
sections shall conform to the following:
(1) A diameter, or minor diameter as applicable, of 95 percent of
the average inside diameter of the pipe; tolerance of plus 0.5
percent will be permitted.
(2) A homogeneous material throughout, with a density greater
than 1.0 as related to water at 39.2 degrees F, and a surface
Brinell hardness of not less than 150.
(3) Center bored and through bolted with a 1/4 inch minimum
diameter steel shaft having a yield strength of not less than
70,000 psi, with eyes or loops at each end for attaching pulling
cables.
(4) Each eye or loop shall be suitably backed with a flange or
heavy washer such that a pull exerted on opposite end of shaft
will produce compression throughout remote end.
b. Deflection measuring device: Sensitive to 1.0 percent of the
diameter of the pipe being tested and accurate to 1.0 percent of
the indicated dimension. Deflection measuring device shall be
approved by the Contracting Officer prior to use.
C. Pull-through device: Pass the pull-through device through each
run of pipe, either by pulling it through or flushing it through
• with water. If the device fails to pass freely through a pipe
run, replace pipe which has the excessive deflection and
completely retest in same manner and under same conditions as
specified.
d. Deflection measuring device procedure: Measure deflections
through each run of installed pipe. If deflection readings in
excess of 4.5 percent of average inside diameter of pipe are
obtained, retest pipe by a run from the opposite direction. If
retest continues to show a deflection in excess of 4.5 percent of
average inside diameter of pipe, remove pipe which has excessive
deflection, replace with new pipe, and completely retest in same
manner and under same conditions.
e. Warranty period test: Pipe found to have a deflection of greater
than 5 percent of average inside diameter when deflection test is
performed just prior to end of one-year warranty period shall be
replaced with new pipe and tested as specified for leakage and
deflection.
3.9 FIELD PAINTING
After installation, clean steel covers and steel or concrete frames not
buried in masonry or concrete to bare metal of mortar, dirt, grease, and
other deleterious materials. Apply a coat of primer, [ ], to a minimum
dry film thickness of [ ] mil; and apply a top coat, [ ] to a
minimum dry film thickness of [ ] mils, color optional. Painting shall
conform to Section 09900 PAINTS AND COATINGS.] Do not paint surfaces
subject to abrasion.
End of Section --
SECTION 02630 Page 18
C
C7
C7
Raleigh Durham USARC
RCCO
SECTION 02630 Page 19
C
•
APPENDIX C
Hydrologic Analysis and Details
C?

BIORETENTION CELLS
The following; table lists the inflow depths for the three frequencies being; analyzed. For the three
bioretention cells where ditches are the primary contributor the inflow velocity is based on an HEGRAS
model of the ditches. The runoff to bioretention cells PD2, PD3 and PD5 will be sheet flow. To determine
the velocity and depth of flow a travel time equation utilizing; Manning's kinematic solution was used.
•
MORE TENTION CALCULATED FLOW DEPTH
CELL # VELOCITY FOR THE (FT.)
98%, 50%, AND 10%
CHANCE FREQUENCY
EVENT CFS
98% 50% 10% 98% 50% 10%
PD2 0.95 0.95 0.95 0.05 0.06 0.09
sheet Flow
PD3 0.32 0.32 0.32 0.11 0.14 0.24
Sheet Flow
PD4 0.89 0.98 1.07 0.58 0.62 0.74
Ditch
PD5 0.35 0.35 0.35 0.13 0.16 0.25
sheet Flow
PD8 0.58 0.60 0.71 0.59 0.65 0.75
Ditch
PD9 0.80 0.74 0.89 0.66 0.76 0.82
Ditch
0

USARC
a CARY, NORTH CAROLINA
Comparison of the design discharges to the pre-project discharges for the 98% chance frequency event (1
year).

Comparison of the design discharges to the pre-project discharges for the 50% chance frequency event (2
year).
TRIBUTARY CONTRIBUTING
SUB-BASINS
NATURAL CONTRIBUTING
SUB-BASINS
POST PROJECT NATURAL
DISCHARGE POST
PROJECT
DISCHARGE
CFS
1 ND1 PD1+PD2+HIGHWAY 10.2 11.5
2 ND2 PD10 3.0 2.0
3 ND3 PD3+PD4+PD5+PD6 3.3 6.0
4 ND5 + ND6 PD7+PD8+PD11 2.9 2.9
5 ND4 PD9 2.3 2.4
TOTAL
FROM SITE
22.7
22.0
TRIBUTARY CONTRIBUTING
SUB-BASINS
NATURAL CONTRIBUTING
SUB-BASINS
POST PROJECT NATURAL
DISCHARGE POST
PROJECT
DISCHARGE
cFS
1 NDI PD1+PD2+HIGHWAY 6.6 6.5
2 ND2 PD10 1.5 1.4
3 ND3 PD3+PD4+PD5+PD6 2.9 2.2
4 ND5 + ND6 PD7+PD8+PD11 1.9 1.2
5 ND4 PD9 1.5 0.8
TOTAL
FROM SITE
14.7
10.9
0
*oniparison of the design discharges to the pre-project discharges for the 10% chance frequency event
(10 year).
TRIBUTARY CONTRIBUTING
SUB-BASINS
NATURAL CONTRIBUTING
SUB-BASINS
POST PROJECT NATURAL
DISCHARGE POST
PROJECT
DISCHARGE
CFS
1 NDI PDI+PD2+HIGIIWAY 20.9 22.7
2 ND2 PD10 6.0 3.9
3 ND3 PD3+PD4+PD5+PD6 8.9 19.8
4 ND5 + ND6 PD7+PD8+PD11 6.0 5.9
5 ND4 PD9 4.5 5.9
TOTAL
FROM SITE
45.8
58.0
SWALE/DITCH DESIGN:
The swales/ditches that are being constructed to convey water into the existing streams are designed for
Aftie 10% chance fre uenc event as follows:
1MV SWALE/DITCII CALCULATED BOTTOM MAX. PEAK FLOW

IDENTIFICATION DISCHARGE FOR THE WIDTH OF SLOPE OF VELOCITY (FPS)
NUMBER 98%, 50%, AND 10% SWALE/DITCH BOTTOM
CHANCE FREQUENCY
EVENT CFS
98% 50% 10% 98% 50% 10%
1 1.7 2.2 3.4 V-Ditch with 6:1 1'% 0.84 0.80 0.89
Side Slopes
2 1.2 1.5 2.4 V-Ditch with 6:1 2.35% 1.1 1.79 1.38
Side Slopes
3 2.2 2.7 3.9 1 foot with 4:1 1.4% .94 .99 1.19
Side Slopes
4 1.2 1.8 3.5 3 ft. lower 131 ft. 2 6.3% 1.99 1.66 1.97
ft. upper 197 ft. of
ditch all with 6:1
Side Slopes
0
0 IIEC-IIAIS Proiect: Ralcith USARC Basin Model: Ralciuli
r I ND5 I I ND6
•
ND3
ND2
ND1
ND4
0
Junction-1
HMS * Summary of Results
Project : Raleigh USARC Run Name Run 14
Start of Run : O1JanO5 0600 Basin Model Raleigh USARC
End of Run : 03JanO5 0600 Met. Model Raleigh 1 year
Execution Time : 05Apr06 1048 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
ND5 1.4411 O1 Jan 05 1810 0.10196 0.003
ND6 0.44962 O1 Jan 05 1810 0.031811 0.001
Junction-2 1.8907 O1 Jan 05 1810 0.13377 0.003
ND3 2.8838 O1 Jan 05 1815 0.21668 0.005
ND4 1.4655 O1 Jan 05 1815 0.11011 0.003
ND2 1.9540 O1 Jan 05 1815 0.14682 0.004
ND1 6.5749 O1 Jan 05 1815 0.54239 0.013
Junction-1 14.720 O1 Jan 05 1815 1.1498 0.028
1r-7JJ
1 J
0
HMS * Summary of Results
Project : Raleigh USARC Run Name Run 24
Start of Run : O1JanO5 0600 Basin Model Raleigh USARC
End of Run : 03JanO5 0600 Met. Model Raleigh 2yr
Execution Time : 05AprO6 1046 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
ND5 2.2465 O1 Jan 05 1810 0.15815 0.003
ND6 0.70092 O1 Jan 05 1810 0.049343 0.001
Junction-2 2.9474 O1 Jan O5 1810 0.20749 0.003
ND3 4.4285 O1 Jan 05 1815 0.33610 0.005
ND4 2.2505 O1 Jan 05 1815 0.17080 0.003
ND2 3.0007 O1 Jan 05 1815 0.22774 0.004
ND1 10.246 O1 Jan 05 1815 0.84134 0.013
Junction-1 22.716 O1 Jan 05 1815 1.7835 0.028
•
0
HMS * Summary of Results
Project Raleigh USARC Run Name Run 17
Start of Run O1JanO5 0600 Basin Model Raleigh USARC
End of Run 03JanO5 0600 Met. Model Raleigh 10 year
Execution Time 05Apr06 1045 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
ND5 4.5654 O1 Jan 05 1810 0.34809 0.003
ND6 1.4244 O1 Jan 05 1810 0.10861 0.001
Junction-2 5.9898 O1 Jan 05 1810 0.45670 0.003
ND3 8.8569 O1 Jan 05 1815 0.73977 0.005
ND4 4.5011 O1 Jan 05 1815 0.37594 0.003
ND2 6.0014 O1 Jan 05 1815 0.50125 0.004
ND1 20.931 O1 Jan 05 1815 1.8518 0.013
Junction-1 45.781 O1 Jan 05 1815 3.9255 0.028
•
is
• HEC-HMS Proicct: Ralcip-h USARC Basin Model: Ralcip-h
Drcersian.gF
Jur"ra7 I _
J?f'J7'JF,"JJ
• DISCHARGE PANTHER
SOUTHWEST CO':ER
Juac;ion-3
NORTHEAST CORNER Diversion fi
D version-3 ,
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?t t 'TUFrL
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0
NORTH'AESTCORNER Diversion-21
HMS * Summary of Results
• Project : Raleigh USARC Run Name Run 16
Start of Run : O1Jan05 0600 Basin Model Raleigh Basins
End of Run : 03Jan05 0600 Met. Model Raleigh 1 year
Execution Time : 05Apr06 1043 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
PD7PAVEMENT 0.85066 O1 Jan 05 1810 0.055904 0.000
PD7GRASS DITCH 0.35714 O1 Jan 05 1810 0.021614 0.000
Diversion-4 0.26296 O1 Jan 05 1830 0.029517 0.001
PDBGRASS 0.88295 O1 Jan 05 1815 0.064979 0.001
Junction-1 0.88295 O1 Jan 05 1815 0.094496 0.002
PD11NATURAL 0.33925 O1 Jan 05 1815 0.025489 0.001
NORTHWEST CORNER 1.2222 O1 Jan 05 1815 0.11999 0.003
PD9GRASSDITCH 0.49801 O1 Jan 05 1810 0.030139 0.001
PD9PAVEMENT 1.1862 O1 Jan 05 1810 0.077955 0.001
Diversion-5 0.21761 O1 Jan 05 1835 0.038094 0.001
PD9NATURAL 0.84675 O1 Jan 05 1815 0.063621 0.002
SOUTHWEST CONER 0.84675 O1 Jan 05 1815 0.10171 0.003
2.6544 O1 Jan 05 1820 0.25031 0.002
DSGRASS 1.0102 O1 Jan 05 1810 0.064518 0.001
Junction-7
Junction-7 3.5153 O1 Jan 05 1815 0.31483 0.003
Diversion-2 1.6267 O1 Jan 05 1835 0.13383 0.003
PD31MP 1.3275 O1 Jan 05 1810 0.089398 0.001
PD3-Grass 1.4056 O1 Jan 05 1810 0.088097 0.002
Junction-9 2.7330 O1 Jan 05 1810 0.17750 0.002
Diversion-6 0.11095 O1 Jan 05 2015 0.044493 0.002
PD4ROADANDDITCH 2.1638 O1 Jan 05 1810 0.13370 0.001
Diversion-3 0.88424 O1 Jan 05 1815 0.063704 0.001
Junction-3 0.88424 O1 Jan 05 1815 0.10820 0.004
PDGGRASS-SLOPE+NAT 1.1545 01 Jan 05 1810 0.073735 0.002
NORTH SIDE SITE 2.2313 O1 Jan 05 1835 0.31576 0.009
PDIONATURAL 1.3714 O1 Jan 05 1815 0.10093 0.002
NORTHEAST CORNER 3.2531 O1 Jan 05 1815 0.41669 0.011
PDIGRASS-SLOPE 0.71579 O1 Jan 05 1810 0.043320 0.001
PDIBUILDING 1.1336 O1 Jan 05 1810 0.074498 0.001
Junction-12 1.8494 O1 Jan 05 1810 0.11782 0.002
PDINATURAL 1.8540 O1 Jan 05 1815 0.15293 0.004
PDIDITCH 1.2266 O1 Jan 05 1810 0.078344 0.002
Junction-11 4.5378 O1 Jan 05 1810 0.34910 0.007
PD2PAVEMENT 3.2549 O1 Jan 05 1805 0.21456 0.002
PD2GRASS 0.56282 O1 Jan 05 1810 0.035946 0.001
Junction-6 3.8113 O1 Jan 05 1810 0.25050 0.003
Diversion-1 1.6394 O1 Jan 05 1820 0.11050 0.003
unction-4 1.6394 O1 Jan 05 1820 0.11050 0.003
Reach-1 1.6394 O1 Jan 05 1825 0.11050 0.003
Road Drainage 1.9891 O1 Jan 05 1805 0.13112 0.001
SOUTHEAST CORNER 6.5230 01 Jan 05 1810 0.59071 0.011
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)

DISCHARGE PANTHER 10.858 01 Jan 05 1815 1.2291 0.028
is
0
Page: 2
HMS * Summary of Results
• Project : Raleigh USARC Run Name Run 23
Start of Run : O1JanO5 0600 Basin Model Raleigh Basins
End of Run : 03JanO5 0600 Met. Model Raleigh 2yr
Execution Time : 05Apr06 1039 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
PD7PAVEMENT 1.0203 O1 Jan 05 1810 0.071237 0.000
PD7GRASS DITCH 0.52696 O1 Jan 05 1810 0.032775 0.000
Diversion-4 1.0814 O1 Jan 05 1815 0.056011 0.001
PD8GRASS 1.3103 O1 Jan 05 1815 0.098535 0.001
Junction-1 2.3917 O1 Jan 05 1815 0.15455 0.002
PD11NATURAL 0.52097 O1 Jan 05 1815 0.039538 0.001
NORTHWEST CORNER 2.9127 O1 Jan 05 1815 0.19408 0.003
PD9GRASSDITCH 0.73482 O1 Jan 05 1810 0.045704 0.001
PD9PAVEMENT 1.4228 O1 Jan O5 1810 0.099336 0.001
Diversion-5 1.0627 O1 Jan 05 1815 0.075039 0.001
PD9NATURAL 1.3003 O1 Jan 05 1815 0.098687 0.002
SOUTHWEST CONER 2.3630 O1 Jan 05 1815 0.17373 0.003
3.2160 O1 Jan 05 1820 0.31897 0.002
D5GRASS 1.5033 O1 Jan 05 1810 0.097837 0.001
Junction-7
Junction-7 4.4828 O1 Jan 05 1815 0.41681 0.003
Diversion-2 3.4066 O1 Jan 05 1825 0.23580 0.003
PD31MP 1.5945 O1 Jan 05 1810 0.11392 0.001
PD3-Grass 2.0266 O1 Jan 05 1810 0.13076 0.002
Junction-9 3.6211 O1 Jan 05 1810 0.24468 0.002
Diversion-6 1.1753 O1 Jan 05 1825 0.11168 0.002
PD4ROADANDDITCH 2.6573 O1 Jan 05 1810 0.17524 0.001
Diversion-3 2.6573 O1 Jan 05 1810 0.10524 0.001
Junction-3 2.6573 O1 Jan 05 1810 0.21692 0.004
PD6GRASS-SLOPE+NAT 1.7181 O1 Jan 05 1810 0.11181 0.002
NORTH SIDE SITE 6.0450 O1 Jan O5 1825 0.56453 0.009
PD10NATURAL 2.0352 O1 Jan 05 1815 0.15304 0.002
NORTHEAST CORNER 7.3030 O1 Jan 05 1825 0.71758 0.011
PD1GRASS-SLOPE 1.0562 O1 Jan 05 1810 0.065690 0.001
PDIBUILDING 1.3597 O1 Jan 05 1810 0.094931 0.001
Junction-12 2.4159 O1 Jan 05 1810 0.16062 0.002
PDINATURAL 2.8890 O1 Jan 05 1815 0.23723 0.004
PDIDITCH 1.8254 O1 Jan 05 1810 0.11880 0.002
Junction-11 6.6119 O1 Jan 05 1810 0.51665 0.007
PD2PAVEMENT 3.9201 O1 Jan 05 1805 0.27340 0.002
PD2GRASS 0.83756 O1 Jan 05 1810 0.054509 0.001
Junction-6 4.7336 O1 Jan 05 1810 0.32791 0.003
aversion-1 3.7254 O1 Jan 05 1810 0.18791 0.003
unction-4
6 3.7254 O1 Jan 05 1810 0.18791 0.003
each-1 3.7254 O1 Jan 05 1815 0.18791 0.003
Road Drainage 2.3957 O1 Jan 05 1805 0.16708 0.001
SOUTHEAST CORNER 11.481 01 Jan 05 1815 0.87164 0.011
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
DISCHARGE PANTHER 21.988 01 Jan 05 1815 1.9570 0.028
•
0
Page: 2
HMS * Summary of Results
• Project : Raleigh USARC Run Name Run 19
Start of Run : 0lJan05 0600 Basin Model Raleigh Basins
End of Run : 03Jan05 0600 Met. Model Raleigh 10 year
Execution Time : 05Apr06 1041 Control Specs Raleigh Control
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) f t) (aq mi)
PD7PAVEMENT 1.4335 01 Jan 05 1810 0.11616 0.000
PD7GRASS DITCH 0.99290 01 Jan 05 1810 0.069763 0.000
Diversion-4 2.4264 01 Jan 05 1810 0.13793 0.001
PDBGRASS 2.5069 01 Jan 05 1815 0.20974 0.001
Junction-1 4.8525 01 Jan 05 1810 0.34766 0.002
PD11NATURAL 1.0419 01 Jan 05 1815 0.087024 0.001
NORTHWEST CORNER 5.8543 01 Jan 05 1810 0.43468 0.003
PD9GRASSDITCH 1.3845 01 Jan 05 1810 0.097282 0.001
PD9PAVEMENT 1.9990 01 Jan 05 1810 0.16198 0.001
Diversion-5 3.3835 01 Jan 05 1810 0.18927 0.001
PD9NATURAL 2.6006 01 Jan 05 1815 0.21721 0.002
SOUTHWEST CONER 5.8841 01 Jan 05 1810 0.40648 0.003
D51MPERVIOUS 4.6641 01 Jan 05 1820 0.52013 0.002
DSGRASS 2.8732 01 Jan 05 1810 0.20825 0.001
Junction-7 7.0597 01 Jan 05 1815 0.72838 0.003
Diversion-2 7.0597 01 Jan 05 1815 0.54738 0.003
PD31MP 2.2500 01 Jan 05 1810 0.18576 0.001
PD3-Grass 3.7110 01 Jan 05 1810 0.26951 0.002
Junction-9 5.9610 01 Jan 05 1810 0.45528 0.002
Diversion-6 5.9610 01 Jan 05 1810 0.32227 0.002
PD4ROADANDDITCH 3.8871 01 Jan 05 1805 0.29823 0.001
Diversion-3 3.8871 01 Jan 05 1805 0.22823 0.001
Junction-3 9.7956 01 Jan 05 1810 0.55050 0.004
PD6GRASS-SLOPE+NAT 3.2836 01 Jan 05 1810 0.23800 0.002
NORTH SIDE SITE 19.840 01 Jan 05 1810 1.3359 0.009
PD10NATURAL 3.8937 01 Jan 05 1815 0.32576 0.002
NORTHEAST CORNER 23.608 01 Jan 05 1810 1.6616 0.011
PDIGRASS-SLOPE 1.9900 01 Jan 05 1810 0.13982 0.001
PDIBUILDING 1.9104 01 Jan 05 1810 0.15480 0.001
Junction-12 3.9004 01 Jan 05 1810 0.29463 0.002
PDINATURAL 5.9021 01 Jan 05 1815 0.52214 0.004
PDIDITCH 3.4888 01 Jan 05 1810 0.25287 0.002
Junction-11 12.522 01 Jan 05 1810 1.0696 0.007
PD2PAVEMENT 5.5570 01 Jan 05 1805 0.44583 0.002
PD2GRASS 1.6008 01 Jan 05 1810 0.11602 0.001
Junction-6 7.0543 01 Jan 05 1810 0.56185 0.003
iversion-1 7.0543 01 Jan 05 1810 0.42185 0.003
unction-4 7.0543 01 Jan 05 1810 0.42185 0.003
each-1 7.0543 01 Jan 05 1815 0.42185 0.003
Road Drainage 3.3960 01 Jan 05 1805 0.27245 0.001
SOUTHEAST CORNER 22.665 01 Jan 05 1810 1.7639 0.011
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
DISCHARGE PANTHER 58.011 01 Jan 05 1810 4.2667 0.028
0
•
Page: 2
•
•
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SEE SH. G0007
NOTES:
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2. APPROX. 518,469 SO. FT.
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CLEARING AND GRUBBING
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A El ? ? E F G H

US Army Corps
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Louisville District
CONSTRUCTION SEQUENCE NOTES
1. CONSTRUCT TEMPORARY AND PERMANENT SEDIMENT, AND EROSION
CONTROL FACILITIES. EROSION, SEDIMENT AND DETENTION MEASURES SHALL BE
INSTALLED PRIOR TO ANY EARTH MOVING OPERATION THAT WILL INFLUENCE
STORMWATER RUNOFF. NOTE: LOCATIONS OF BIORETENTION AREAS MAY BE USED
FOR TEMPORARY SEDIMENT CONTROL, HOWEVER THE ACTUAL BIORETENTICN AREAS
SHALL NOT BE CONSTRUCTED UNTIL THE PAVING HAS BEEN COMPLETED AND THE SITE
HAS BEEN PERMANENTLY STABILIZED AND SEEDED. (SEE NOTE 10 BELOW)
2, ALL PERMANENT DITCHES AND SWALES SHALL BE STABILIZED
IN ACCORDANCE WITH THE PLANS AND SPECIFICATION SECTION 02921 SEEDING,
PRIOR TO DIRECTING RUNOFF TO THEM.
3. CLEAR AND DISPOSE OF DEBRIS AT STATE APPROVED LANDFILL APPROVED BY THE i §
CONTRACTING OFFICER'S REPRESENTATIVE. `
4. GRADE AND GRAVEL ROADWAYS AND PARKING AREAS. ALL ROADS AND PARKING
SHALL BE STABILIZED IMMEDIATELY AFTER GRADING.
2 5. BEGIN PERMANENT AND TEMPORARY SEEDING/SODDNG AND MULCHING. ALL CUT
AND FILL SLOPES SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER THEIR
CONSTRUCTION.
6. FINISH PAVING ALL ROADWAYS AND PARKING LOTS.
7. INSPECT AND MAINTAIN ALL EROSION AND SEDIMENT CONTROL MEASURES.
8. COMPLETE PERMANENT SEEDING/SODDING AND LANDSCAPING (EXCEPT IN BIORETENTION AREAS).
9. REMOVE TRAPPED SEDIMENTS FROM COLLECTOR DEVICES AS APPROPRIATE AND
THEN REMOVE TEMPORARY EROSION CONTROL MEASURES.
10 . CONSTRUCT BIORETENTION AREAS. SEE SPECIFICATION SECTION

02931L AND SHEET CZ021 FOR DETAILS. P T[Iff I
-NOTE: THE AREA OF BARE SOIL EXPOSED AT ANY ONE TIME BY CONSTRUCTION
OPERATIONS SHOULD BE HELD TO A MINIMUM, IN ACCORDANCE WITH
SPECIFICATION SECTION 01355. MAXIMUM AREA OF DISTURBANCE OPEN AT
ANY TIME SHALL BE 5 ACRES.
..NOTE : STABILIZATION PRACTICES SHALL BE INITIATED AS SOON AS PRACTICABLE, BUT NO m

MORE THAN 14 DAYS, IN ANY PORTION OF THE SITE WHERE CONSTRUCTION ACTIVITIES m

HAVE TEMPORARILY OR PERMANENTLY CEASED, IN ACCORDANCE WITH SPECIFICATION ? w

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THE CONTRACTOR SHALL USE CAUTION IN THE PROJECT Y
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CLEARING AND GRUBBING OPERATION LIMITING DISTURBANCE

IN AREAS OUTSIDE THE CONSTRUCTION LIMITS. ANY AREAS Cn
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DISTURBED BEYOND THESE LIMITS SHALL BE k

PROTECTED TO PREVENT EROSION PER SPECIFICATIONS. e
4. THE CONTRACTOR SHALL BE REQUIRED TO CLEAN OUT

(REMOVE SEDIMENT FROM( SILT FENCE, ROCK SILT CHECKS, A
AND ROCK SILT TRAPS WHENEVER THEY BECOME ONE-HALF
FULL, AND DISPOSE OF THE MATERIAL AT A STATE APPROVED
4 LANDFILL APPROVED BY THE CONTRACTING OFFICER'S
REPRESENTATIVE.
5. ALL EROSION CONTROL STRUCTURES WILL BE CHECKED AND

READJUSTED AS NECESSARY AFTER EVERY RAIN EVENT. _J
6. ALL EROSION CONTROL STRUCTURES WILL BE REMOVED AT THE O 0 (/7)
COMPLETION OF CONSTRUCTION OR WHEN TURF IS ESTABLISHED

AND NO ERODIABLE SURFACES EXIST. - 0-- W
7. EROSION CONTROL MEASURES SHALL BE MAINTAINED PER Cn
SPECIFICATION SECTION 01356.
B. THE CONTRACTOR SHALL MAINTAIN A COPY OF THE EROSION Z
414D SEDIMENT CONTROL PLAN (OR STORM WATER POLLUTION O
a

PREVENTION PLAN) IN THEIR CONSTRUCTION -
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TRAILER, PER SPECIFICATION SECTION 00800. W U
9. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS
OTHER THAN INDICATED ON THESE PLANS, THE CONTRACTOR SHALL
SUBMIT A SUPPLEMENTAL EROSION CONTROL PLAN (OR STORM
WATER POLLUTION PREVENTION PLANT TO THE OWNER
FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6 10. TEMPORARY DITCHES SHALL BE INSTALLED ONCE THE TOPSOIL IS
STRIPPED, AND MAINTAINED UNTIL THE STORM SEWER AND PARK114C
LOT SUBBASE 1S INSTALLED.
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s - 1 BUT SUFFICIENT TO KEEP I.PUT SILT FENCE OR TREE PROTECTION FENCE UP
SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED. DEWATERING
CONCRETE BLOCK US Arrny Caps
of Engineers

I=
A:2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT
, ?':a•; `,;;;l rF":°.' :?a>G'. THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- ?---?

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Louisville District
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WEIR WIDTH:

SEDIMENT TRAP •1 10 FEET
SEDMENT TRAP •2 : 4 FEET

NCDOT 'ST
WASHED
EARTH STONE
EMBANKMENT s
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G- ` ^01'•+2'3' STONE TO BE USER.^^ ]NO OVER THE STONE, THEN THE TIRES OF THE

25' OR WIDTH DF

XISTING
•"?-°rISUAGE STONE OR RAILROH VEHICLES MUST BE WASHED BEFORE ENTERING THE
-1 •. _ ?t PROPOSED STREET, PUBLIC ROAD.
ROADWAY r?BALLASTrr^.?;, WHICHEVER IS
'•'•+'•i?%"'?':?.?-^=H°'!'•`i4J^ •?--%Y• GREATER. 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
^•?.+.'.::-••+:;::. ?' ?.:%.••, ON TO THE PUBLIC ROAD, THE TOWN WILL CLEAN THE
•`i:;+?^??.<?(a:•i-tom .?'.?, AREA AND INVOICE THE FINANCIALLY RESPONSIBLE
PERSON AS INDICATED ON THE FINANCIAL RESPCNS-
IBILITY FORM. THE MINIMUM FEE THE TOWN OF CARY
WILL CHARGE TO CLEAN THE STREETS WILL BE $329
FCR THE FIRST HOUR AND $223 FOR EACH HOU
TI iERCAFTEll.

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AS INDICATED IN N PLANS
SECTION A
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1. TEMPCRARY SILT DITCH TO BE USED WHERE TO[ OF FILL SLOPES EXCEEDS 3 FEET IN VERTICAL HEIGHT
AND ALONG STREAMS TO INTERCEPT FLOW ar;D/OR DIVERT TO A CONTROLLED OUTLET.

2. SILT SHALL BF BEMOCED WHEN SILT DITCH IS CNE-HALF FULL.
3. DITCH SHALL BE RECONSTRUCTED WHEN DAMAGED BY EQUIPMENT OR COVERED AY FILL

ONSTRUCTION SPECIFICATIONS

1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
ON ITS SIDE IN T HE BOTTOM RCW TO ALLOW POOL DRAINAGE. THE FOUh'OATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOT10N AOY DF BLGCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT
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FABRIC

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STAKES
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5 Os WHEELCHAIR RAMP, SEE DETAIL, SH. CZ022.
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0 AUTOMATED TRAFFIC ARM, SEE DETAIL. SH. CZ106
O FLAGPOLE, SEE DETAIL, SH. CZ015
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to WASH RACK, SEE DETAIL SH.
tt LIGHTED BOLLARD, SEE DETAIL, SH. CZ017
u BOLLARD, SEE DETAIL, SH. CZ017
B t7 STOP SIGN, SEE DETAIL, SH. CZ014
to OIL WATER SEPARATOR, SEE DETAIL, SH. CZ008
is PAVEMENT STRIPING, SEE DETAIL, SH. CZ014
t6 CONCRETE CURB AND GUTTER (30"), SEE DETAIL. SH. CZ017
t2 CONCRETE CURB AND GUTTER (24"). SEE DETAIL, SH. CZ017
20 MANUAL CANTILEVER CHAIN-LINK SLIDE GATE, -
SEE DETAIL. SH. CZ011
2t TYPE III OBJECT MARKER SIGN, SEE DETAIL. SH. CZ014 GENERAL NOTES: _
22 NOT USED 1. SITE IS APPROX. 18.3 ACRES.
2. POV PARKING: 142 SPACES
as NC 55 TURN LANE PAVEMENT. SEE DETAIL, SH. CZ001 (INCLUDES 3 HANDICAP SPACES)

PRECAST B
P APPROX. 3667 SO. YDS.
21 UM
ER CURB, SEE DETAIL, SH. CZ014 3. MEP PARKING LOT:
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25 RIPRAP OUTLET PROTECTION, SEE DETAIL SH. CZ015 APPROX. 983 SO. YDS. CONCRETE
26 BIORETENTION AREA. SEE DETAILS. SH. CZ021 4. ACCESS ROADS:
AND SPEC. SECTION 02931L. APPROX. 13887 SO. YDS. ASPHALT
APPROX. 521 SO. YDS. CONCRETE
n MEP GRAVEL PERIMETER, SEE DETAIL, SH., SH. CZ017
5. CONCRETE SIDEWALK: APPROX. 1036 S0. YDS.
28 FACILITY SIGN, SEE DETAILS, ARCHITECTURAL SHEETS.
6. RADIUS DIMENSIONS ARE TO BOTTOM
29 BARRIER CABLE. SEE DETAIL, SH. CZ016. FACE OF CURB.
7. ALL DIMENSIONS ARE IN FEET.
ao DRAINAGE PIPES, SEE DETAIL, SH. CZ019.
8. SEE SH. CPIO0 FOR PAVING PLAN.
at HANDICAPPED PARKING SIGN, SEE DETAIL, SH. CZ014. 9. SEE SH. CJ1OO FOR CONCRETE JOINT LAYOUT.
32 PEDESTRIAN CROSSWALK, SEE DETAIL, SH. CZ015.

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vi
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INORGANIC SILTS AND VERY FINE SANDS.ROCK o
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3 OH ORGANIC SL75- MEDIUM TO HIGH SLOW
MEDIUM
LIQUID LIMIT
PLASTICITY CHART
HIGHLY ORGANIC SOUS RE PCAi AND OTHER HIGHLY ORGANIC SOILS. READILY IDENTIFIED BY COLOR, ODOR, SPONGY FEEL MO
FREOUCNTLY BY FIBROUS TEXTURE. FOR LABORATORY CLASSIFICATION OF FINE-GRAINED SOILS
LEGEND
F
T FILL
TOP SOIL WP WELL PONE
DIAG
DIAGONAL
OF OVFRBURDEN IYf7 - WEATHERED ALT ALTERNATING
(SEE GEN. NOIE /) W7 WITH VERT VERTICAL
SS - SANDSTONE GR GRAIN HOR HORIZONTAL

SH
SHALE OCC OCCASIONAL
FRAC
FRACTURE
SLS
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Ili
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LS LIMESTONE INTEO INTERBEDDED SP .. SEAR PLANE
CO - COAL I ON LAMIN AS V/J VERTICAL JOINT
UC UNCERCLAY XLYN CRYSTALLINE JT JOINT
IC INDURATED CI AT ARCS ARGILLACEOUS SOL SOLUTION
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CAVITY (OPEN
CON CONGLOMERATE BR - BROWN I
?
/ J
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OTZ QUARTZ GRY GRAY MICA MICACEOUS
ROD ROCK OUALIIY DESIGNATION FLU BILE STY 57YLOLITIC
NCO NODULES
CRN
GREEN
HIP
BEDDING PLAE
GRAV GRAVEL OR GRAVELLY F/W FRCS WATER
LT' LIGHT YFL YFIIOw -
I
-
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A w GH ANGLE

CAL
CALCAREOUS P
EZ PEZOMETER
IS
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TOR BOTTOM OF HOLE
TOP OF ROCK

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MEDIUM fRCO FREQUENT
ST
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rR TRACE FOS FOSSILEERCUS AND ANGULAR

HD
HARD
CMTD
CEMENTED
MIND RO
UNDED
ROUNDED
NUN I
"JMEROUS MOT MOTTLED X-RAY DIFFRACTION ANALYSIS
N FRAG FRAGMENTS (SEE GENERAL NOTE 11)
WOR WEIGHT OF RODS
B 13ENTONITE
WOH WEIGHT OF HAMMER
WT WEIGHT -
VIS VISCOSITY (MARSH)
CORRELATION OF PENETRATION RESISTMJCE (ASTM D 1586) WITH
RELATIVE DENSITY AND CONSISTENCY
PENETRATION RCSISTANCE,N RELATIVE DENSITY
BIOY$ Ott fool
0 - 4 very Loose
5 10 Loose
SADS AND 11 - 30 1 Dense
GRAVELS 31 - 50 C,-
C- SO very 0-
METHODS OF EYPLORATION
VEL SEISMIC
S SHELBY TUBE OR PISTON SAMPIER
HA HAND AUGER
A POWER AUGER
C COPE BORING
D - DRIVE SAMPLER
F FISHTAIL
U UNDISTURBED BENSON
IN WASH BORING
T TRENCH
TP TEST PIT
R ROCK BIT
P - PROBE ROD
GENERAL NOTES
1, REFUSAL IS DEFINED AS THE POINT BEYOND WHICH FURTHER PENETRATION WAS WEATHERING
IMPRACTICAL WITH THE EXPLORATION METHOD USED. SEE "METHODS OF EXPI

TION"THIS SHEET INDICATING MEANS BY WHICH THE BORINGS WERE ADVANCED. SEVERE WEATHERING - LOSS OF ROCK COHERANCE
MATERIAL CAN BE REMOVED
tlY
HAND
TOOLS.
PETAMES
2, WATER ELEVATIONS INDICATED iv 11N CORE ICI, STANDARD PENETRATION (SPi), SOME
EVIDENCE
OF
FISHTML IF). DENISON N1 AND WASH (W) BORINGS MAY HAVE BEEN INFLUENCED ROCK STRUCTURE
BY DRILLING OPERATIONS AND SHOULD NOT BE CONSTRUED AS INDICATING THE
TRUE GROUND WATER LEVEL. MODFRATE WEATHERING MATERIAL MAY BE OYD12FD BUT

3. GROUND WATER LEVELS WILL VARY IN ACCORDANCE WITH RAINFALL AND STREAM MOST PHYSICAL CHARACTERISTIC

STAGES, THEREFORE, ACTUAL LEVEL OF GROUND WATER ON ANY DATE OTHER THAN REMPdI. OCCASIONAL BLOCKS MAY

THAT SHOWN ON THE LOGS MUST BE DETERMINED BY SEPARATE OBSERVATIONS. BE REMOVED WITH HAND TOOLS.
THE OMISSION OF GROUND WATER ELEVATIONS SHALL NOT NECESSARILY BE
CONSTRUED AS INDICATING THE A_DSENCE OF GROUND WATER AT A PARTICULAR SLIGHT WEATHERING - MATERIAL GENERALLY FRESH. WITH
BORING LOCATION. VARIOUS DEGREES OF WEATHERING
KONG JOINTS AND BEDDING.
4. WHEREVER TUC METHOD Or EXPLORATION PRECLUDED THE POSSIBILITY OF
RECOVERING SAMPLES ABOVE ROCK, SUITABLE FOR EXAMINATION OR TESTS, THE
MATERIAL IS DENOTED AS OVERBURDEN.
5 CLASSIFICATIONS AND PHYSICAL CHARACTERISTICS OF SOIL AND ROCK AS SHOWN
ON THE LOGS WERE DETERMINED IN THE FIELD AND LATER SUPPLEMENTED BY
ANALYSIS MADE BY THE DISTRICT GEOLOGIST AND THE LABORATORY TECHMICANS.
G. SUPPLEMENTAL INFOPMATION SUCH AS FIELD 0001S, FIELD LOGS,
LABORATORY LOGS (PRESENTING THE RESULTS OF LABORATORY TESTS FOR
SHEAR, CONSOLIDATION, HUIMEARILITY, ETC, WHEN PERFORMED) AND LDREO LOGS
LOGS MAY BE VIEWED IN THE OFFICE OF THE DISTRICT ENGINEER.
U.S. ARMY ENGINEER VISIRICT, LOUISVILLE, CORPS OF ENGINEERS, FCDFRAL
OFFICE DUILDING,LOUVLLC,KY.FALURC OF THE CONTRACTOR TO AVAIL
HIM`,ELF OF THE INFORMATION REPRESENTED BY 111E BORING LOGS,INCLUDING
LA.ORATORY TEST RESULTS,SHALL NOT BE GROUNDS FOR A CLAIM THAT
THC GOVERNMENT WITHELD INFORMATION ON SUBSURFACE CONDITIONS.
7. THE TERM "LOST WATER" AS SHOWN ON THE LOGS INDICATES A OUAN71TY OF
ORTI WATER LOST M ME DRILL HOLE.
8. DRIVE SAMPLES WERE TAKEN WITH A I 3/8"I.D.-2"00. X 2'-1
SPOON SAMPLER USING A 110• HAMMER WITH A 30"DROP,UNLESS OTHERWISE
INDICATED ON GRAPHIC LOGS.
9, COPE HOLES WERE COMPLETED BY AN I OR NO WIRE LINE SIZE CORE BARREL
WITH DIAMOND BIT,Ura E55 CTHEPWSIDICATED ON THE GRAPHIC LOG.
IQ WATER CONTENT III AS SHCWN ON GRAPHIC LOG REPRESENTS THE MOISTURE
CONTENT OF MATERIAL ON DATE MADE.
11 TOP OF GROUND SHOWN ON THE GRAPHIC LOGS IS THE ELEVATION AT THE
TIME OF DRILLING. THE ELEVATION MAY HAVE CHANGED SINCE THAT TIME.
12 OPTIMUM MOISTURE WAS ORT91CO BY STANDARD PROCTOR OR CE 55 COMPACTION
IESIS IN ACCORDANCE WITH LM 1110-2-1906, APR. VI OR APL STD. C21A
METHOD 100: RESPECTIVELY, AS NOTED ON BORING LOG.
13. THE LETTER DESIGNATION USED BEFORE BORING NUMBER INDICATES THE
METHOD OF EXPLORATION FOR EYAMPLE:DC•DRIVE SAMPLER AND CORE BORING.
.BORING N0.M DATE MADE
7-26-
56
N. GENERAL NOTES 5 AND 6 MAY NOT BE APPLICABLE WHEN EXPLORATION AND TESTING
IS PERFORMED BY OTHERS.
PENETRATION RESISTANCE.N
Bl- Pu foal
0 - 2 Very son
3 - 4 Son
SITS AND 5 - 8 11 SLHF
CLAYS 9 - 15 St:H
16 - 30 Very Still
31. Ham
SOIL DESCRIPTI6E TERMS SIZE SAMPLE TYPE
BOULDER > 8 INCHES DS • DRIVE SAMP-E (STANDARD PENETRATION TEST)
COBBLE 3 INCHES TO 8 INCHES S • UNDISTURBED SHELBY TUBE
COARSE GRAVEL 3/4 INCH TO 3 INCH

FINE GRAVEL
1/4 INCH T0314 'NCH A • AUGER
COARSE SAND 2 MM TO F4 INCH F • FIEHTML
MEDIUM SAND 0.4 MN 70 2 VM U • UNDISTURBED DENISON
FINE SAND
TRACE 0-075 MM 7O 0.4 MM
I TO 10Y CU • UNDISTURBED CUBE
OCCASIONAL 11 TO 35/ C • CORE
MO 36 TO 50/ J ' JAR
LAVMAE 0 10 10 MM ex Box (COPE)
LENSE 10 MM TO 50 MM
BAND 50 MM TO 2.5 INCH
LAYER 2.5 NCH TO 6 INCI
TERMS FOR THICKNESS OF ROCK BEDDING
PARTING < 0.02
BAND 042'-0.2
THIN BED 0 2'-0.5
MEDIUM BED 051-1.0'
THICK BED 10-3 0,
MASSIVE > 3-0'
m
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Sheet
reference
number.
BG 000
SneeL I
J
a
z
DATE: 12-MAY-2006 12:24
-SUPPORT VALUE ENGINEERING • IT PAYS T:.proj•R000.Con_Oocs.Sheets+ttvil•rccObg000.dgn
M
US Arrny Corps
of Engineers
Louisville District
SAI
3
4
6
AD-3
SHEET 1 OF
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN ITEM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. S4ME 371.5'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
N/A N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
6 622-05 6-22-05
9. DIRECTION OF HOLE _
T7. INSPECTOR
VERTICAL ® INCLINED ? DEG. FROM VERT
JAMES BLACK
4
ELEVATION CLASSIFICATION
OF MATERIALS

N

n

¢

¢
REMARKS
371.5 TOPSOIL.
,,
371.1 LIGHT BROWN TO REDDISH BROWN. SANDY OL 5 3 TRACE ROOTLETS a 1.0'.
LEAN CLAY. FINE GRAINED. WITH MICA. 1 P 4 LS 1202
MOIST TO DRY (DRY AT SURFACE). MEDIUM T 5 COLORS MOTTLED FROM 1
STIFF TO STIFF. 1.5' TO 3. 0'.
MEDIAE( GRAINED FROM
I
1.5' TO 4. 0"
S 6 2-
2 P 9 1.5 93%
T 10

COLORS LAYERED FROM 3-
13.5' TO 4. 5'.

7 S
P 4 I

T 6
10 15. 2 1.5
367.0 LIGHT BROWN AND REDDISH BROWN AND GRAY ML
MOTTLED. SILT WITH FINE GRAINED SANG
AND MICR. DRY, STIFF.
I S 5 6

? 4 P 7 27. 1.5 Q%
?
';,I T 10
365.5 BOTTOM OF MOLE a 6.0'. ICAVE-IN TO 2.1'.
BACKFILLED WITH
(CUTTINGS WITH PLASTIC
(PLUG a 1.01.
7
F
9
IF
11
12-
13
4
i 1
1s
16
u
1 le
19
LRL FORM 1202 P 111 M11- ran aasnrlr.
-CT RALEIGH/DURHAM USARC
?arE >sAr .I [oRFifw rwlo AD-3
AD-4
SHEET 1 OF 1
BORING NO.
1. PROJECT ll. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN (TBM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. S6ME 374.9'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
N/A N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
6 622-05 6-2205
9. DIRECTION OF HOLE 17. INSPECTOR
VERTICAL 0 INCLINED O
DEG. FROM VERT
_ JAMES BLACK
3
ELEVATION CLASSIFICATION g -
- -
REMMKS
OF MATERIALS
g
N N m
374.9 TOPSOIL. OCCASIONAL TRACE OF
374.7 REDDISH BROWN AND LIGHT BROWN WITH GRAY Ct
3 ORGANICS TO 1.0'.
(
MULTICOLORED. SILTY AND SANDY LEAN S MEDIUM GRAINED FROM
CLAY WITH MICA. DRY. MEDIUM STIFF TO 1 1 L5 10ZL 0.2' TO 1. 5',

STIFF. 5 1
FINE GRAINED FROM 1.5'
TO 3. 0'.
S 0
2
2 P 11 1.5 93%
T 12

CLAYEY LAYER FROM 3.0' 3
TO 3. 4' WITH TRACES
OF ORGANICS.
% 3 p 9 1.5 47X
T 27

370.4 LIGHT BROWN AND GRAY MULTI-COLOREO. ML
SANDY SILT. FINE TO MEDIUM GRAINED.
'
WITH MICA AND TRACE CLAY. DRY. VERY ii S 18 5
STIFF. ? 4 P
T 25
37 10.9 1.5
II
368.9 BOTTOM OF HOLE o 6.0'. LAV61N TO 1.8'.
BACKFILLED WITH AUGER
CUTTING WITH PLASTIC
RLG o 1.0'. T
B
9
fa
II
12
13 -
14
15
16
v
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I 19
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12D2

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BB 002 Z

Sheet of _ lL
DATE: 12-MAY-2006 12:25
-SUPPORT VALUE ENGINEERING - IT PAYS" FILE: 7:*proj RC CO+COn_Docs*6heetsWCi„ii _0
0
US Army Corps
of Engineers
Louisville District
BORING NO. AD-5 SHEET 1 OF
1. PROJECT 11. DATUM FOR ELEVATION
BORING NO. AD-6 SHEET I OF 1
1. PROJECT 11. DATUM FOR ELEVATION
2. LOCATION
3. DRILLING AGENCY
FMSM ENGINEERS. INC. 12. DRILL ML1HOD
3/4' HSA. 2' SPT.
4. NAME OF DRILLER
GARY PAYNTER. S&ME 13. ELEVATION TOP OF HOLE
371.8'
5. DRILL TYPE CME 750 ATV 14. TOTAL NUMBER CORE BOXES I
6. THICKNESS OF OVERBURDEN 10.2' 15. ELEVATION GROUND WATER N/A
7. DEPTH DRILLED INTO ROCK 9.3' 16. DATE HOLE
8. TOTAL DEPTH OF HOLE
1q.5 STARTED COMPLETED
6-23-05 6-23-05
9. DIRECTION OF HOLE
VERTICAL 0 INCLINED 0 -DEG. FROM VERT 17. INSPECTOR

JAMES BLACK
ELEVATION CLASSIFICATION
OF MATERIALS
REMARKS
371*8 TOPSOIL.

-
a
371.6 BROWN, SANDY SlLI._6R-Y.MEGIUM
STIFF. SOME ORGANICS TO 1.5'
371.1 REDDISH BROWN. FAT CLAY, MOIST. STNF. 3 1.5
T 2.1121 1.
z
368.7 LIGHT URAY AND YELLOW BROWN ILIY
SAND. FINE GRAINED WITH SOM? SMICA. DRY
.
VERY DENSE.

45 5
6

5 'P T
1 50- 7.4
11.1
Iffl%
e
9
3G2.3 SILTY SAND, PARTIALLY LLMENTED. (CORED) BEGIN CORE a 9. 51.
e
36I.G LIGHT GRAY AND YELLOW BROWN MOTTLED
SANDSTONE. MEDIUM TO COARSE GRAI"C;.
SOFT. HIGHLY WEATHENED. FRIABLE. CORED THRU AUGERS.
362.7 DARK REDDISH BROWN. SILTST&4E WITH SOME
M I CA, VERY SOFT TO FT. WEATHERED.
4.0
83%
63%

URNING BROWN
'

z

3
b.9 ?Mx a 13.4
To 13.5'.
CLAY-?IKE ZONES BELOW
1 3 . 5

5
is-
17-
3
353.3 YELLOWISH BROWN. SANDSTONE. MEDIUM
HARD. WEATHERED.
SACKF ILLED WITH
PL UG a 1. 01.
352.3 BOTTOM OF HOLE a 19.5'.
LRL FORM 1202 RALI.0111.Url
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Sheet
reference
number.
BB 003
Sheet of
US Army Corps
of Engineers
Louisville District
G H
3
4
6
AD-10
SHEET I OF 1
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN ITBM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. S&ME 351.8'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
6.0'. N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
6-24-05 6.2405
9. DIRECTION OF HOLE 17. INSPECTOR
VERTICAL ® INCLINED O
DEG. FROM VERT
_ JAMES BLACK
ELEVATION CLASSIFICATION
OF MATERIALS w o
-
REMARKS

>
a
m
?
m

m ?

r x
357.8 TOPSOIL. ENCOUNTERED TREE ROOT
357.6 LIGHT BROWN, SILL DRY. SOFT. '?I sP 0 TOP OF HOLE.

:? I D
3 10. 0
I1.5
OZX REMNANTS CARRIED TO

356,9
YELLOWISH BROWN AND ORANGE BROWN AND
CH
3 BOTTOM OF HOLE BY
3
GRAY. FAT CLAY. MOIST. SOFT TO MEDIUM
STIFF z 29 AUGERS.
.
SP

3 4
2
28.
0 1.5
4¢X t
2

3
sP r

5 1.5 7/. 4
353.3 GARY WITH GROWN TO GRAY WITH REDDISH CL
BROWN SANDY LEAN CLAY. DRY. STIFF TO SP

VERY STIFF. 4 5
H 5 7 1.5 47[
5a
351.8 BOTTOM OF MOLE 0 6.0',

B
9
u
n
12-
13-
Is-
17
IB

19
LRL FORM Aa<Aiac mm6e Ax moir9L.
1202 xxL ra.
m1 F0 DURHAM usaac
ix xsK - . wrz9 -1 .. mn nlox - nw11a less 6 mIU Halo AOIa
AD-11
SHEET 1 OF 1
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN (TBM OR MSL)
2. LOCATION
N E MSL
3, DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA, 2' SPT, AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER, SBME 367.0'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
6.01- N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
6 6-24-05 6-24.05
9. DIRECTION OF HOLE 17. INSPECTOR
VERTICAL 10 INCLINED 0 DEG. FROM VERT
JAMES BLACK
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ELEVATION CLASSIFICATION w o
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US Amry Corps
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14
6
"'SAFETY PAYS"'
AD-12
SHEET I OF I
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN (TOM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY - 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. SBME 357.4'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
6.0'• N/A
7. DEPTH DRILLED INTO RCCK 16. DATE HOLE
N/A
B. TOTAL DEPTH OF HOLE STARTED COMPLETED
6 _
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9. DIRECTION OF HOLE .
17. INSPECTOR
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_ _ JAMES BLACK
ELEVATION CLASSIFICATION
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6 1
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RALEIGH/DURHAM USARC SHOWN (IBM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER, SOME 361.2'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATv N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
10.0'. WA
7. DEPTH DRILLED INTO ROCK 16. GATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
10 6-24-05 6-24-05
9. DIRECTION OF HOLE 17. INSPECTOR
VERTICAL ® INCLINEO ?
DEC. FROM VERT
-- JAMES BLACK
ELEVATION CLASSIFICATION
a MATERIALS

a

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361.2 TOPSOIL.
361.1 LIGHT BROWN. SANDY SILT. OHY. SOFT. II
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360,6 ORANGE BROWN. LEAN TO FAT CLAY, MOIST. / CL- 4 15 932
MEDIUM STIFF. EH
2
1
1
24.8
3 16.7
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7

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352.9 LIGHT CRAY (BROWN AND LIGHT BROWN AND ML
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SP 36
11 50• 1.0 F-7
351.2 BOTTOM OF HOLE a 10,0'. BACKFILLED WITH
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US Army Caps
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Louisville District
I
2
3
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6
AD-14
SHEET 1 OF 1
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHORN 1TDM OR MSL)
2. LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. S&ME 356.3'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND HATER
10.5'- N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
B. TOTAL DEPTH OF HOLE STARTED COMPLETED
1 D.5 6-24-D5 6-24-05
9. DIRECTION OF HOLE 17. INSPECTOR
VERTICAL ® INCLINED ? DEC. FROM VERT
JAMES BLACK

ELEVATION
CLg?iIF 1 CAi ION
OF MATERIALS
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RE-RKS

356.3 TOPSOIL.
356.0 EIGHT BROWN WITH GRAY TO YELLOW BROWN
' ! M. SP 2
1
AND GRAY. SANDY SILT ORY fO.0
TO 1 3 /.0 1.5 872
1.5'1 TO MOIST (1.5' TO 3.0'), MEDIAN 7 1
STIFF.
YELLOWISH BROWN CLAY
SP 4 INCREASES FROM 115' TO
2

I 2 6 20-2 1.5 732 3. 0'.

I 8 1
3h3
YELLOWISH BMUWN 10 REDDISH BROWN AND
0. 3 -
GRAY MOTTLCO.
GRAY
SILTY LEAN CLAY. MOIST. SP

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1 7
25.6
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SHEET 1 OF 1
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN (IBM OR MSL)
2, LOCATION
N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS, INC. 3/4' HSA, 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. E&ME 368.5'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
B. TOTAL DEPTH OF HOLE STARTED COMPLETED
__ 6 _ 6-24-05 6-24-05
9. DIRECTION OF HOLE 17. INSPECTCR
VERTICAL ® INCLINED ? DEG. FROM VERT
JAMES BLACK
ELEVATION CLASSIFICATION
OF MATERIAL 5
-
REMARKS
? N
¢
3110.5 TOPSOIL OCCASIONAL ORGANIC 6
MATTER (ROOTLETS) TO
368.0 LIGHT BROWN TO BROWN. SANDY SILT WITH jl l rt 3 ' 3.0'.
NUMEROUS ORGANICS (ROOTLETS). i
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Louisville District
I
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16
OD-16
SHEET I OF
BORING NO.
1. PROJECT 11. DATUM FOR ELEVATION
RALEIGH/DURHAM USARC SHOWN (TSM OR MSL)
2. LOCATION
_ N E MSL
3. DRILLING AGENCY 12. DRILL METHOD
FMSM ENGINEERS. INC. 3/4' HSA. 2' SPT. AUTO HAMMER.
4. NAME OF DRILLER 13. ELEVATION TOP OF HOLE
GARY PAYNTER. S&ME 375.9'
5. DRILL TYPE 14. TOTAL NUMBER CORE BOXES
CME 750 ATV N/A
6. THICKNESS OF OVERBURDEN 15. ELEVATION GROUND WATER
6.0'. N/A
7. DEPTH DRILLED INTO ROCK 16. DATE HOLE
N/A
8. TOTAL DEPTH OF HOLE STARTED COMPLETED
6 622-05 622-0
5

9. DIRECTION OF HOLE .
_
17. INSPECTOR
VERTICAL to INCLINED Cl
DEG. FROM VERT
__. JAMES BLACK
ELEVATION CLASSIFIOATION
OF MATERIALS u

N
-

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REMARKS

o
375.9 LIGHT BROWN TO MEDIUM/DARK BROWN WITH CL TRACE TOPSOIL AT
GRAY. SILTY LEAN CLAY WITH MICA. DRY TO SP SURFACE

MOIST. MEDIUM STIFF. 3 .
1 3
5 26.9 1.5 6T[
TRACE ORGANICS TO

374.4 MEDIUM BROWN TO LIGHT BROWN AND GRAY ML
MULT I -COLORED. SANDY SILT WITH CLAY AND SP

MICA. MOIST TO DRY. STIFF.
I 5 2
. 2 10 27.3 I,5 IC¢X
14
372.9 LIGHT BROWN AND GRAY MUL11-COLORLD. 1 HL WITH BLACK CONCRETIONS 3
SAVOY (SAND INCREASES WITH DEPTH) SILT SP FORM 3.0' TO 6. 0'.
WITH MICA AND CLAY. DRY. STIFF. J 7
22 1
5 5

14 11.6 . 7/.
'SAND CONTENT INCREASES

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MARK QUANTITY BOTANICAL NAME COMMON NAME ROOT SIZE REMARKS
Al 17 PRONUS SERRULATA 'MT. FUJI' JAPANESE FLOWERING CHERRY B&B 2" CALIPER WHITE - NO FRUIT
A2 15 PRONUS SERRULATA 'KWANZAN' KWANZAN FLOWERING CERRY B&B 2" CALIPER PINK - NO FRUIT
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A4 17 BETULA NIGRA RIVER BIRCH B&B MULTI-STEM 10' 12' HT.
AS 32 JUNIPERUS VIRGINIANA EASTERN RED CEDAR B&B 2-1/2" CALIPER 10' 12' HT.

BI 28 HAMAMELIS VIRGINIA WITCH HAZEL CONTAINER 3 GAL. 18' 24' HT.
B2 31 EUONYMOUS ALATUS WINGED FUCNYMOUS CONTAINER 3 GAL 18' - 24' HT.
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Louisville District
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CV013
St,eet of
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"'SAFETY PAYS"'
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2.0 IN. ASPHALT BINDER (SEE SPECIFICATION SECTION 02703)
4.0 IN. DRAINAGE LAYER (NCDOT SECTION 1005, 457 WASHED STONE, CHOKED WITH 78M STONE)
4.0 IN. AGGREGATE BASE (NCDOT SECTION 1005, AGGREGATE BASE COURSE (ABC) STONE)
HEAVY DUTY ASPHALT PAVEMENT
2.0 IN. ASPHALT SURFACE(SEE SPECIFICATION SECTION 02703)
3.0 IN. ASPHALT BINDER(SEE SPECIFICATION SECTION 02703)
4.0 IN. DRAINAGE LAYER (NCDOT SECTION 1005, -57 WASHED STONE, CHOKED WITH 78M STONE)
4.0 IN. AGGREGATE BASE (NCDOT SECTION 1005, AGGREGATE BASE COURSE (ABC) STONE)
CONCRETE PAVEMENT
6.0 IN. CONCRETE PAVEMENT (4000 PSI)
5.5 IN. DRAINAGE LAYER(NCDOT SECTION 1005, 457 WASHED STONE, CHOKED WITH 78M STONE)
4.0 IN.'AGGREGATE BASE (NCDOT SECTION 1005, AGGREGATE BASE COURSE (ABC) STONE)

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Louisville District
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DATE: 12-MAY-2006 12:27
FILE: T:-Proj+R000 Con_DocsrSheets*C i v i I-rccOczOO2. dgn
US Army Caps
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SH. CZOOI (TYP)
-SUPPORT VALUE ENGINEERING - IT PAYS-
DATE: 12-MAY-2006 12:27
FILE: T:+Droj-R000-Con
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of Ergioee,s
Louisville District
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CZ004 a
2
sneer _ of u-
VARIES
SEEDING
' VARIES 1 VARIES
(
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\ 18 NCOOT PLAIN RIPRAP, CLASS 2
`- 6" NCDOT ABC (FILTER STONE)
TYPICAL SECTION FLAT BOTTOM RIPRAP DITCH
NOT TO SCALE
SEEDING
2 VARIES VAR ICS
_T I
?-- IS" NCOOT PLAIN RIPRAP, CLASS 2
`- 6" NCOOT ABC (FILTER STONE)
TYPICAL SECTION - AGGREGATE "V" DITCH_
NOT TO SCALE
SEEDING
3 6 6
TYPICAL SECTION - SODDED "V" DITCH
NOT TO SCALE
VARIES
SEEDING
YAfl IES RIES
4
TYPICAL SECTION - FLAT BOTTOM SODDED DITCH
NOT TO SCALE
FOR WIDTH AND LENGTH
SEE PLAN
18" NCOOT PLAIN RIPRAP, CUSS 2
6" NCDOT ABC (FILTER STONE)
5
RIPRAP OUTLET PROTECTION
NOT TO SCALE
6
-SAFETY PAYS***
EXIST. OR NEW
CONC. INLET WALL
A A 4" 21" OF 6"0 OR B"/
+ VITRIFIED CLAY PIPE
Ny e`. 6 INCH PIPE FROM
I- UNDERDRA IN
J
MAX. CONC. COLLAR
1?2 A
A , ' -- CUT OPENING THRU CONC. WALL,
GROUT LINE IN PLACE AS SHOWN.
GROUT SHALL BE FLUSH WITH INSIDE
FACE OF WALL.
CONCRETE COLLAR DETAIL
NOT TO SCALE
WASH PAD DETAIL
NOT TO SCALE

DIAMETER GOLD ANODIZED
SPIN ALUMINUM BILL

SE
IL1
WITH FLUSH 5E
DIA. STANLESS
S9 EEL ARCIWT CABLE
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ACTION CLEAT W/ SHEAVE
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_
PROVIDE 3" COVER
AS REOIJIREO IN SECTION
03300.•5 0 6"
VERTICAL SPACING
21h' _
CONCRETE SHALL RE CIA.
IN ACCORDANCE WITH A
SECTION 033007-
iEE RI 5 WELDED TO SLEEVE
FOR CENTERING POLL -?_
:.J I A 11
11
II
2'
-PERIMETER SEALANT
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DO NOT FILL SPACE OR
FIT COLLAR TOO CLOSELY
t 11)2"0'/ "x12"LOOSE
HARDW06d WEDGES FOR
A CENTERING POLE. REMOVE
AFTER SM40 IS IN PLACE AND
BEFORE CALKING COMPOUND
IS POURED.
-BLACK ISPHALTUI PAINT ON
SURFACE OF POLE L
\ FOUNDATION SLEEVE
ASSEMBLY BELOW GRADE.
\TAMPERED DRY SCREENED SAND
\\METAL SLEEVE
STEEL WEDGES. WCLOED
NEAT EXCAVATION
%p" THICK STEEL PLATE
--STEEL BASE PLATE
----SINGLE GROUNDING SPWE
FLAG POLE DETAIL
NOT TO SCALE
ORT VALUE EN
- IT PAYS"
F
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DRAIN. SEE
PLUMBING
DRAWINGS
2'
3
•5 BARS 0 6" O.C.
0
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VERTICAL SPACING
SECTION A-A
DATE: 12-MAY-2006 12:28
FILE: T;*
projWRCCO+FC On_C^ --
a
US Army Corps
of Engineers
Louisville District
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number.
CZ015
Sr,M
m
PAYS
n
1I
DRAINAGE PIPE UNDER POV PEDESRTIAN WALK - OUTLET END

NOTES:
1. L = THE LENGTH OF THE P,IPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT
LESS THAN (" (inches).
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" (inches( ABOVE
THE MAXIMUM TAIL WATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
L -
9. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.

4'
PIPE <;, r
F 7
p d
3 L
SECTION 'A-A' FABRIC
PIPE OUTLET TO WELL-DEFINED CHANNEL
STANDARD TYPE
(UP TO 20 FEET IN DEPTH)
STANDARD MANHOLE RING
AND COVER
STANDARD TOP DESIGNED
STCPS 16" » FOR HS-20
CN CENTER-- 4A" LOADING MAY BE
FLAT OR
\ MIN. ECCENTRIC CONE
UP.TO 20'-0"
5 PLASTIC CEMENT
PUTTY OR BUTYL
RUBBER JOINTS
BRICK AND
MORTAR IN
61
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DRAINAGE PIPE UNDER POV PEDESTRIAN WALK - INLET END
MINIMUM G" THICK
MASHED STONE BEDDING
DEEP TYPE
(OVER 20 FEET IN DEPTH)
STANDARD MANHOLC RING
AND COVER

STANDARD .°- TOP DESIGNED
STEPS 16" FOR HS-20
ON CENTER 6D" I.D. LOADING MAY BE
FLAT OR
MINIMUM .i ECCENTRIC CONE
OVER 20'-0" yti

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FLAT TOP DETAIL FLAT TOP DETAIL
STANDARD STANDARD
STEPS- STEPS
12 .t O SB" 12' I 0 72"
STANDARD PRECAST CONCRETE MANHOLE JUNCTION BOX
"'SUPPORT VALUE ENGINEERING- IT PAYS"'
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reference
number.
CZ019
sneer Of
US Anny Carps
of Engineers
Louisville District
I
3
4
6
B
NCDOT STANDARD 2' x 2' GRATE
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FETY PAYS***
CONCRETE
3000 P.S.. SECTION PLAN VIEW
NOTES:
1. EITHER SOLID BRICK. SOLID BLOCK, OR PRECAST CONCRETE MAY BE USED.
2. FOR 24 INCH R.C.P. AND LARGER USE PIPE DIAMETER PLUS 12 INCHES FOR MINIMUM INSIDE DIMENSION.
3. CRATED NLETS SHALL NOT BE USED WITHIN TRAVEL AREAS.
4. STANDARD STEPS REQUIRED m 16 INCHES O.C. WHERE DEPTH EXCEEDS 3 FEET.
5. WHERE STEPS ARE REQUIRED. USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND GRATE
POSITIONED OVER STEPS.
6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WALLS.
STANDARD YARD INLET WITH GRATE AND FRAME
W
TYPICAL RIP RAP CHANNEL
2/3 W
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GRAVEL BEDDING
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(SHAPED BY BULLDOZER)
W
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6"?-rl'+ '?- FILTER FABRIC OR -TO BE USED WHERE EXCESSIVE STORMWATER
=?L GRAVEL BEDDING VELOCITIES PROHIBIT VEGETATIVE LININGS.
-SIZE OF STONE MUST BE DETERMINED BY
V-SHAPED WATERWAY WITH STONE CENTER DRAIN APPROPRIATE DESIGN PROCEDURE.
(SHAPED BY MOTOR GRADER) -DIMENSIONS FOR d & W VARIES ACCORDING
TO DESIGN.
STANDARD RIPRAP LINED CHANNELS
—SUPPORT VALUE ENGINEERING . IT PAYS...
DATE: 12-MAY-2006 12:28
FILE: T:-proj-RCCO?Con_Dccs+Sheets*Ci
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reference
number.
CZ020
Sheet of
M
OS Army Corps
of Engineers
Louisville District
4" 8" 35" MINIMUM B" 4..
I
"'SAFETY PAYS"'

LIMIT OF
PAVEMENT
3:1 MAX.
GRASS (TYP.) -
BUFFER
GROUND COVER
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-SUPPORT VALUE ENGINEERING - IT PAYS"'
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BIORETENTION AREA FRENCH DRAIN
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DATE: 12-MAY-21
FILE: T.-proj+l 0,e „ - ..

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CZ021
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MR
US Army Corps
of Engineers
Louisville District
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BEFORE YOU DIG 1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE PARTIES AND ASSURING THAT EXISTING GRAPHIC SCALE OWNER: DATE: NCT, 2004 SHEET
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2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES 200 0 100 200 400 800 USING FLAGMEN, ETC., AS NECESSARY TO INSURE SAFETY LWEE ado E ro°° C SCALE: ° PIONEER MILL (CHARLOTTE) Alf II~, L.L.L.f s EDARVALE FAR
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