19991011 Ver 1_COMPLETE FILE_19990922

A _'
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Xffl'?_?VA
D E N R
September 30, 1999
DWQ# 99-1011
Buncombe County
Mountain. Area Child and Family Center
106 Ramsey S. Nelson Road
Marshall, NC, 28753
Attn: Neil Leach
APPROVAL of 401 Water Quality Certification
Dear Mr. Leach:
You have our approval, in accordance with the attached conditions, to construct a ductile iron force
main along an unnamed tributary to the Swannanoa River, as you described in your application received
by the Division of Water Quality on September 22, 1999. After reviewing your application, we have
decided that this fill is covered by General Water Quality Certification Number 3101. This Certification
allows to use Nationwide Permit Number 12 when the Corps of Engineers issues it. In addition, you
should get any other federal, state or local permits before you go ahead with your project including (but
not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply
Watershed regulations. Also this approval will expire when the accompanying 404 permit expires unless
otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you
change your project, you must notify us and you may be required to send us a new application for a new
certification. If the property is sold, the new owner must be given a copy of the Certification and approval
letter and is thereby responsible for complying with all conditions. If total wetland fills for this project
(now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached
certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a
written petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its
conditions are final and binding unless you ask for a hearing.
Environmental Sciences Branch 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal opportunity Affirmative Action Employer 50% recycled/10% post consumer paper

This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John Dorney at 919-733-9646.
Sincerely,
Al?
Kerr T. Stevens
Attachment
cc: Corps of Engineers Asheville Field Office
Asheville DWQ Regional Office
Mr. John Dorney
Central Files
991011
1, . t
?1_ALfL?LFZT& BRIGH7-
July y 27, 1999
Mr. David Baker, PE
U.S. Army Corps of Engineers
Rebnulatory Field Office
151 Patton Avenue, Room 143
Asheville, NC 28801-5006
RE: Pre-Construction Notification Application Submittal
Mountain Area Child and Family Center
Pump Station and Force Main
Buncombe County, NC
TBI No. 5903-9901
Dear Mr. Baker :
.?f?srn£,rrr-;.?
Enclosed is the original and one copy of the completed permit application form, two copies of the
't'echnical Specifications, two 8.5" by 1 I" plan views of the proposed stream crossing for the above
project.
The single stream crossing will be made below grade. The repair of the disturbed stream banks will be
accomplished with placement of sod rather than stone rip rap. To de-water the stream bed and prevent
sedimentation of the downstream channel, the contractor will be required to place a washed stone check
dam and bypass pipe upstream of the proposed stream crosslm:. The actual trench excavation should
only take about one hour. Therefore the dam and bypass pipe N?ili only be needed for a short period of
the day.
]here has not been a determination of wet lands made at this crossing. The scope of the force main
installation in the low land area adjacent to the siltall steam «ill disturbed at most an area of only 10' by
150' , less than 0.01 acres. The remainder of the project area is either previously disturbed agricultural
pasture or forested high lands.
The proposed pump station and tbrce main will be privately owned and maintained by tile %'fountain
lrea Child and Family Center (\IACFC). The pump station is to be located on the \I.ACFC' site leased
from Warren Wilson Colle>ie.
If you should have any questions concerning the project or this application. please contact me at
010) 763-5350
?m??ercl?, ?/
William L. \lorris, Jr., P.F.
WIAlibutt
?,•? t'hrr !;??cer;

1, a
A a
NAT I ONW I N-: III-J?M I 'I' It l?(?)I11;?;'I'IEI) (PP(W I II NATIONWIDE PERMIT II ) PRE-CONSTRUCTION NOTIFICATION APPLICATION

FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD OFFICE
OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
1. OWNERS NAME: r ` j?0 f?
2. MAILING ADDRESS:_ & de, f`eC-
3. TELEPHONE NUMBER (HOME) (WORK)
_. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER : , ( LL ex c e 61?1 6
- ( -
d_ Q . -------- SUBDIVISION --
5. LOCATION OF WORD: (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP OR
AERIAL PHOTOGRAPHY WITH SCALE):
;'OUNT'i_1?_??._???? -------- --- NEA: Ems"- TOWN OR CITY: d__y- -ow-a'
Pi:CI ROAD NTJT,1BEFS, :S, ETC.1
r ` I r y,-1 r - -
u . IMPACTED OR NEAREST STREAM/RIVER : LA-)- 6L.?N
}: I VEf? D ,S1N l -' C!` b
--4,?-. _ Gl
NAME:
CITY: ",? STATE: IVC- ZIP CODE: pL U ??j 3
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM MATT.TMr
r
I:; PP04ECT LOCATEI) N1-:AP WA• I-'P CLASSIFIED A; '11"011 , l 11)A1, SALTWATER
I:;AI 111(;11 QtJAI,1TY H1A'I'I:I :I 1110W) , 0U•17;TANDIN(; PI•::;,d)PCE WATER:; ((ww)
0.41:; I ?iP WS I11? Yli.`; I I LJc) I'?(I fP YI:.';, I:7.II,r,III:
!I 11" THE PROJECT IS LOCATE[) WITHIN A NORTH CAROLINA Il 1 V I S ION OF COASTAL, h1AIJnCKf 1Rh1'1'
ARE OF ENVIRONMENTAL CONCERN (AEC) ? YES I I NO (xj
•7C IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF COASTAL
COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION: --?
EIa. 1IAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS PROPERTY.'
YES ( I NO KI IF YES, PROVIDE ACTION I.D. NUMBER, OF PREVIOUS PERMIT AND ANY
ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES ( I NO `!I] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND:
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE: OP
10A. NUMBER. OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: EXCAVATION: _0. V g"
FLOODING: OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED: O
10B. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED, PROVIDE
DISTANCE BOTH BEFORE AND AFTER RELOCATION):
CULVERT LENGTH: FT LENGTH OF BANK STABILIZATION: Q F-I,
LENGTF BEFORE: ?- FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): - ? 0 FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: D. S FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CH:?IJiI :, ELEVATION: CONSTPUCTION OF .a DAX'FL0ODIN,-,
:'r.?iCTIOPI OF A POND IS PROPU?; WHA- IS F SIZE OF THE WATERSHED DPAIN-'N
TO THE POND?
WHAT IS THE EXPECTED POND SURFACE; APEA?
I f
I7 I)(;1;r(11P'IION OF PROPOSED WOPF INCf,UDIN(; I)ISCII.`;SiON OI I'YI'I; OF MI:'IIANI('AL f:Qtlll'MI{t!'I
'I')) HE U SE.1) (ATTACH PLAN:; 11 X ) 1 " DRAW 1 NQI; O)t1I.Y )
14 Q Z J Le c, 4e-ro l R,t lil CC? GL
C) C/b55 , ,f 4T-ea
S-A - Md
4-e 6
13. PURPOSE OF PROPOSED WORK:
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS
, , ,

15. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF PUBLIC
(STATE) LAND? YES [ J NO [><j (IF NO, GO TO 16)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL DOCUMENT
PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA DEPARTMENT
OF ADMINISTRATION STATE CLEARINGHOUSE? YES ( ) NO [ )
IF ANSWER TO 15b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FRCS, THE STATE
CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENIT REGARDING COMPLIANCE WITH THE
NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEAPINGHOUSE REVIEW PROCESS SHOULD BE DIRECTED TO MS.
CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH CAROLINA DEPARTMENT OF
ADMINISTRATION, 116 WEST JONES STREET, RALEIGH, NORTH CAROLINA 27603-8003, TELEPHONE
[phone].
16. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED ACTIVITY
INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES AND PONDS ON THE
PROPERTY (FOP, NATIONWIDE PERMIT NUMBERS 14, 15, 21, 26, 29, AN'D 38). ALL
STREAMS (INTERMITTEt1T AND PERMANENT) ON ':..E PROPERTY MUS,. °= SHOWN Ott THE tf •.'
E4'TAL.: r _ ?-
t,_'... r21J :._ _.. FEET OP THE:
h. IF ;,`!A.ILAALE, RF,PRESENTATIVF. PHOTOGRAPH OF WETLANDS TO 13E i'MPACTED BY PROJEC'T'
IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL D=.TA SHEETS RELEVAt1'?'
TO THE; PI,ACI MI?N'I' OF THE DEI,I:NEATION LINE
I 1
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
P/
e. WHAT I', I,AND USF OF SURROUNDING hR(:)1)IiR'I'Y?
?. _ t.. C (J 4u re
..-G- s OY`j.res
f. IF APPLICABLE, WIIAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
IL.( n N r
I(J ' f? Cd I ?2a `f- &-` cT SJ A- M
g. SIGNED AND DATED BY AGENT AUTHORIZATION LETTER, IF APPLICABLE.

NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT, AND
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF ENVIRONMENTAL MANAGEMENT
(WATER QUALITY) CERTIFICATION'.
OWNER'S/AGENT'S SIGNATURE D E
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (16G.))

?-••- (? G /?'`? c o ? M o4-C?
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TECHNICAL SPECIFICATIONS
MOUNTAIN AREA CHILD AND FAMILY CENTER
PUMP STATION AND FORCE MAIN PROJECT
BUNCOMBE COUNTY, NC
TBI No. 5903-9901
JULY 27,1999
PREPARED BY
TAL,BERT & BRIGHT, INC.
COTTON EXCHANGE
321 NORTH FRONT STREET
WILMINGTON, NC 28401
910-763-5350
. I , . ,
SECTION IV SPFiCIAL CONDITIONS
1. PROJECT DESCRIPTION
(a) The work to be performed shall consist of the construction of the
Mountain Area Child and Family Center Sanitary Sewer System Improvements,
Swannanoa, North Carolina.
(b) The work shall be performed under one unit price contract, No. 99-20,
and shall consist of furnishing all materials, supplies, and equipment; perform-
ing all labor and services incidental to or necessary for the complete construc-
tion of the project in accordance with the plans and specifications; and mainte-
nance of each completed portion of the work until final acceptance of the entire
project by the owner.
2. CONTRACT PLANS
(a) The work shall be performed in
contract plans, which are incorporated
are identified by the following numbers
accordance with these specifications and
herein as part of the contract and which
and titles:
Drawina Number Title
SS-101 PUMP STATION AND FORCE MAIN PLAN AND PROFILE
Sta. 10+50 - 25+50
SS-102 PUMP STATION AND FORCE MAIN PLAN AND PROFILE
Sta. 25+50 - 35+49.89 (END)
SS-103
SS-104
PUMP STATION DETAILS
FORCE MAIN DETAILS
3. TIrJE QF COMPLETION AND LIQUIDATED DAMAGES
(a) The time allowed for completion of all work shall be 90 calendar days,
subject to allowable delays as stated in Paragraph 7.2 (d) of the General Condi-
tions.
(b) Liquidated damages for failure to complete the work within the speci-
fied time, as provided in Item 7.2 of the General Conditions, are hereby mutually
fixed and agreed upon at the rate of three hundred dollars ($300.00) per day.
EK: VP.TI:)N
and classes excavatlo:: shall oe class._`le14 1s common
.3! '{'•.1`?a'__... _.'?a_atET D3`! ?P hili be ma-..e f-,r any .'_.'c{ exzava--ion encouP.-
`'rC PX^.:?'Ja Ced mdt'r iai I10t Inee% the rey'li semen. S of paragraph
;._•i of tn? Techn_cal pecificati;ns fr... "ba^kfill material," it shall be removed
from the site a::: replaced with suitabie n,]aterials. No separate payment shall be
made for this work.
5. -PrVEMEN'T REM(D/AL AMD RFPLFCEMFNT (PRIVATE DRIVES AND PARKING LOTS)
ia) Prior to excavating, pavement to be removed shall be marked with chalk
line_ cut as described for :.(COT pavement cuts.
b; The tren;.:h in open-cut private drives and parking lots shall be backfi-
.lle:: in acc)rda:,.ce '.rith paragraph 1.14 of the Technical Specifications.
::) =avt=m?::t removal anci replacement for private drives and parking lots
and is?c7, a x; -:;n- pa emen'
n , Ta` base '_.r se e t ?L2S11A.
%
1. 7.
;. `. c`'.+ t znct:, ;;ompacte,z CO 00 stan,.ard proc,"C': dens: ty.
.; borough application; of tack coat applied to the edges of the
existing pavemen`.
cDurse, NCDOT speciiicat_.... Hype HDS.
[i].tilminOllS ., dCe
rdCrOr ...9' nla..' she st )n.P Vase _l'!sh '•i_._.. the exls inc,
place the finished bituminous surface course within 7 days of
completing the trench backfill.
(d) Payment for pavement removal and replacement for private drives and
parking lots shall be made at the contract price 'square yard", to the nearest
1/10 square yard.
6. REPLACEMENT OF CRUSHED STOKE SURFACES
(a) Replacement of crushed stone surfaces shall consist of an eight (8)
inch crushed aggregate base course of Type I crushed stone, compacted to 100
standard proctor density.
(b) Payment for replacement of crushed stone surfaces shall be made at the
unit Price Per Square Yard quoted in the bid documents. Measurements will be
made to the nearest 1/10 square yard.
7. FENCE REPLACEMENT
(a) All fences crossed by the sewer line shall be replaced promptly after
backfilling the trench. Fences shall be replaced with the same type of construc-
tion. All materials shall be new and of good quality. No separate payment will
be made for fence replacement.
8. STANDARD MANHOLES
(a) Standard manholes shall be precast concrete structures and meet the
requirements of Item III, Paragraph 3.16 Manholes, of the Technical Specifica-
tions except as revised herein.
(b) Paragraph 3.16 (c), of the Technical Specifications is revised to
include that the required 28 day compressive strength of concrete used in the
manufacture of manholes shall not be less than 4,000 pounds per square inch. The
minimum wall thickness of manhole base and riser sections shall be seven (7)
inches for seven (7) foot diameter manholes, eight (6) inches for eight (8) foot
diameter manholes, and ten (10) inches for ten (10) foot diameter manholes, The
minimum thickness of the bottom shall be eight (8) inches for seven (7) foot
diameter manholes, ten (10) inches for eight (8) foot diameter manholes, and
twelve (12) inches for ten (10) foot diameter manholes.
(c) Paragraph 3.16 (d) of the Technical Specifications is hereby revised to
trnclude that i-: addition to the rubber gasket_ and flexible sealant to be in-
-a...?? `hc manhole sects ,?.s, .._..-nk gr ;u`_ s ._., be applied.
:h s.. _ _. ar _ .,ar....,_e s _ _r,ts an;' __". holes both
1..^. _'1 Sld^ he Tant:', E, i^ _._._._raa-:_ Jwithe manufacturer's
sealant extrr.e-1 oljt of the .,:anhole joints
sna,.: z;e c .._ ba;! _,) a. _"w 1/ 14 inch, Ali n_mum of the joints.
Ma:: er by Masher or approve` _q- al, shall be
use_:.
(d1 raragr-Iph 3.16 (q) of the Technical Specifications is hereby revised to
include, the frame shall be anchored to the concrete cone section with expansion
anchors as specified in Section 16 of these Special Conditions and detailed on
the Miscellane?,us Detail Drawings in the plans.
(e' Mlanh^le Frames and Covers shall be watertight as specified in Section
c` th?se SPec_a1 Conditions and detailed or, - ail Drawings
the Miscellaneous
et
i'? the [ -
(fi 're-cast Concrete Manholes shall not be shipped to the ;ob site prior
`neir date of manufact1.1re.
''Ia:.... manhole tees shall br. vacua::, tested after. completing pipe
ser?__. bu' efora tac:f____. _ r:) 1 ra^.t and cover as

estor head
.
assem-••
against
iiltcri0- serfacr, ;:>? th ton of the cone section. and in ate a_-co :-ding to the
manuPaer': reco?2?;endati0n3
_rav i vacuur.,,. ,i' 10" of mercury, close the valve o" the vacuum

It
(4) Measure the time for the vacuum to drop to 9" of mercury. The
manhole shall pass when the time to drop to 9" of mercury meets or exceeds the
following:
Manhole I.D. (inches) 48 60 72 84 96 120
Seconds 60 75 90 105 120 150
(5) If the manhole fails the test, remove the head assembly and coat
the manhole interior with a soap and water solution and repeat the vacuum test
for approximately 30 seconds. Leaking areas will have soapy bubbles. Make the
necessary repairs and repeat the test until the manhole passes.
(h) Manholes shall meet all other requirements of Paragraph 3.16 of the
Technical Specifications.
(i) Payment for manholes will be made at the unit bid prices in the bid
documents for each manhole installed and accepted, at the standard depths listed
in the bid documents. Extra depth of manholes will be paid for at the unit bid
prices, per vertical foot, in the bid documents. Measurements for extra depth of
manhole, for the various sizes, will be made to the nearest 1/10 foot.
Measurements will be from the top of frame to finished invert, less the standard
depth.
Payment for manholes shall include all labor, equipment and materials, as
specified herein, and in the Technical Specifications, and as detailed on the
Miscellaneous Detail Drawings in the plans, for a complete and accepted manhole
ready for service.
9.
(a) Force main manholes shall be precast concrete structures and shall meet
the requirements of Item III, Paragraph 3.16, wholes of the Technical Specifi-
cations, and Section 8, Standard Manholes, of the Special Conditions, except as
modified or specified otherwise herein.
(b) The proposed force main manholes are designed and shall be constructed
for future conversion to a gravity sewer with minimal modifications.
(c) The force main fittings shall be constructed inside the force main
manhole as follows:
(1) The force main pipe shall extend 2.5-3.5 inches beyond the inside wall
of the manhole and shall have a grooved end for attachment of the pipe cou-
pling.
(2) Mechanical joint pipe beads shall to centered in the force main man-
hole.
31 betwee;, c•.i, __: ;s an mechanical -in': bends shall
_.. s 3.: file iron a-.; a p»_n end and shall
be requi _.-. length to pro.>?riy .`': o-.-.
4 ) inor 13. in _h?- .,u...._fa::_urer s spec: tolerances,
stall b- made at "file: mechanl,. l achievF- the deflection
ang'es 3'` `-ie orce main ma-1nc)Les as s_^.?_ifie,-i on the dra',4_ngs.
(5) Manhole entrance joints shall be as specifies,' in Ite: .II, Paragrap'i
3.16, Manholes, of the Technical. Specifications.
(6) The floor of the force main manholes shall be built uz underneath the
mechanical jr)int bends with non-shrine: grout. The mechanical joint bends
shall be secure.: with galvanized bands wide x 1/4-inch thick, as
shown on the drawings.
(d Paymer:t for force main manholes will be made at the uni_ bid prices i-
t e bid documer.'_s for each manhole installed .nd accepted, at _ne standard depth
listed in 'he bid documents. Extra dept of manholes wili be pa;d for at the
a.1 l.- ' foot _ i -.- bid ,.., ,iments. ? _ SUr2mer.t5 for
. It bi'' prices, "%-c
r t
depth, f.'D ea .`. .i ['.e air. iaan<< wl i e -:a de tC nearest 1/1r
^.12a:'a dulE:ifs l;3Cc i'. %%- _..Jeri: 7?f ?..-
an'?, i_._..ingS iv':l_ 2 Cal.. io Separa_e r :cs _ De 1: ___C-. L6 of _.i..
r ecla.I C,,.ndit1Dns,
:.. SE;WZR FORCE '*VVUN
he -. _ Specified or
r I
(b) Fittings shall be as specified in Item III of the Technical Specifica-
tions. .
(c) The proposed sewer force main shall be installed true to lines and
grades as shown on the drawings and as specified in Item III, Paragraph 3.04,
pipe Laving, of the Technical Specifications.
Pipe
(d) Pipe couplings shall be Victalic ductile iron couplings, Style 31, or
approved equal.
(e) The sewer force main shall be hydrostatically tested from the submers-
ible sewage pumping station to the point of discharge in accordance with Item
III, Paragraph 3.09, Hydrostatic Testing of Pressure Sewer Pipe, of the Technical
Specifications
(f) Payment for the sewer force main will be made at the unit bid price,
"linear Foot", (L.F.), in the bid documents.
(g) Measurement of the sewer force main shall be the horizontal length in
place measured along the center line with no deduction for fittings.
(h) Payment for fittings shall be made at the unit bid price "pound", (LB),
in the bid documents.
(i) Payment for the sewer force main and fittings shall include all labor,
equipment, materials and testing, as specified in the Technical Specifications
and detailed on the drawings for a complete and accepted sewer force main.
11. MANHOLE FRAMES AND OVER
(a) All manholes frames and covers shall be watertight as specified herein
and as detailed on the Miscellaneous Detail Drawings in the plans.
(b) The frame shall be fastened to the top of the pre-cast concrete manhole
with four (4) 5/8 inch diameter galvanized steel wedge anchors. The anchors
shall have a minimum of 1-1/2 inches of threads exposed above the top of the
frame flange and shall extend a minimum of 3 inches into the top of the concrete
cone section. A bituminous flexible sealant shall be installed between the frame
and the top of the concrete cone section to ensure a watertight joint. Where the
manhole frame requires elevation adjustment, the contractor may use 5000 psi
grout to completely fill the space between the precast concrete cone and the
bottom of the frame, per the detail shown in the place.
(c) The manhole cover shall have a rubber gasket which will seat against
the inside edge of the frame to form a watertight seal.
(d rames a::d covers shall be equipped a one clece pentaa:Dn headed
cam type _....n, devices constructed entirely cf stainless s-eel __mens-ions of
s':-,_i_ be 3/4 inch frorn. flat e .._ opp, s `e
.???.,...?.-_ _a m- and c::)vars shall be ie•h-?y W
r
,.. .?_... _._, _ a
c
_.-_^? "Va t.a_rt ? r? 1qh: _, or approved QG . _
cares a, cov ..
er shad _.. _ :e : _ or
isa
?.' ma _ N,': separata payment will be n'.aCle frames an.'"
(aJ 7roperty corner markers shall be protected from the cons_ruction by the
Contract:r. Where property corner markers are disturbed by to Contractor's
opera ti3::s, they shall be replaced at the Contractor's expense by a Land Surveyor
c:=en'1-_: licensed to practice in North Carols -. ,.
4i=`;:'•' DEPT- 07 COVER
(a' 3.1` (a) shall be modified provide at leas- ?.0 feet of
_ oncr°*e pipe nr prn;, r.'li._ t'
?or.crete
' -. _ ..-..? . _. _. ... _.. .. --.' vii. -?..
'_tL_ JOE ?. Di:3 LAW
( 19. _ N,)rth Carolina Legislature e::acted the "U;
.de- round Damage
". ..._s _iw applies to any excavai_-:, perform._.., b- -_. .. ractor in
4 ,
spells out responsibilities for the owner, the contractor, and the underground
utility during the construction phase.
(b) The Owner or the Engineer will provide the Contractor with the names of
all underground utility owners in the area of the project during the Pre-Con-
struction Conference.
(c) In North Carolina the "One Call System", called "ULOCO", can be uti-
lized by calling 1-800-632-4949 (919-855-5760 for calls originating outside of
North Carolina). ULOCO will notify each individual member utility owner which
has underground utilities in the area of the proposed excavation.
(d) The Contractor shall be responsible for meeting the requirements of the
Contractor under the law.
15. EROSION CONTROL AND SEEDING
(a) During the construction of the project, the Contractor shall be re-
quired to take the necessary steps to minimize soil erosion and siltation of
rivers, streams, lakes, and property. The Contractor shall comply with the
applicable regulations of the appropriate governmental agencies in regard to soil
erosion control and sedimentation prevention.
(b) The Engineer will limit the area over which clearing and grubbing and
excavation operations are performed whenever the Contractor's operations do not
make effective use of proper erosion control measures.
(c) Prior to the end of each work day on the project, the Contractor shall
take the necessary measures to protect the construction area from erosion.
(d) Temporary and permanent erosion control measures shall be accomplished
at the earliest practicable time. Temporary erosion control measures shall be
coordinated with permanent measures to insure economical effective and continuous
erosion control during the life of the project.
(e) Temporary erosion control measures shall include but not be limited to
the use of temporary berms, dams, dikes, drainage ditches, silt ditches, silt
fences, vegetation, mulches, mats, netting or any other methods or devices that
are necessary.
(f) Erosion control measures installed by the Contractor shall be suitably
maintained by the Contractor.
(g) Where excavation is adjacent to streams, lakes or other surface waters,
the Contractor shall not place excavated materials between the excavation and the
surface waters. Where this practice is impractical, the Contractor shall provide
erosion control measures as authorized by the Engineer.
`. ere 11ve .3 ream_ are .,3ssed b, rtract^r shah.
r`icu_Gr care to s_itat__:. _Z: strea: Te-,p far erosio.
_.-.,_ '..9asure3 snail be aS C,'. 7,=ee... hese may
_ :)t e _iml P-1 tc -I-; Ke_ -- _ divers _ n _ _ ,ne s a` `n,, tom, the banks
te;:r:rar, erc'sic:. _:on: _ measures shall
3:.. .._i'. ..ces on the K ban '-"S.
C _ d.:CeC =: Ley mainta ned u'!til permanent eroS icn measur,._? are implement-
e:.. Permanent eresion control measures at stream crossings shca' _ i-. elude but not
b iir:i'e1 to d jimped rip-rap on the cree}; banks and the establishment of
permanent grass cover on all disturbed and exposed soil.
where runoff on natural ground may cause erosion cf the trench or
erosion J` the backfill in the trench, the Contractor shall construct temporary
erosion -c ntrol measures. These may include but riot be lim.ite_, to diversion
'_ an-1 Silt basi ns or owner suitable e_resion control measL;-.:-2s as authorized
L)% ^:e -. _neer.
:.Iearin:; and grubbing :operations shah be 1-4,mited to a maximun, of three
-.cl,asar:.: .-,000) feet ahead of uio2 crews. Temporary erosion con-
_ :.? .. rPs shall be b;; t::e Contractor ..:eared areas cf the
These limited tc
ntract.:
e":o_?- _ ?es_._. -i - - - aJ neer .
_ oI 5. ai.;. :.; -,:ac ? c than 5l -=2` aaE'a;i of tempo-
rary narmanent seeding of disturbed areas. Seeding shall meet the require-
ments _ _tem III f the Technical Specificatic)ns.
?e-seeding f:`_ (?evelcpr?J i awns sha' ma-.:;n i. 1? exis'. i. grass type as
...em VI :`
(m) No separate payment will be made for any temporary or permanent erosioft
control measures including grassing and seeding unless specifically included in
the proposed unit items.
16. SOD FOR STREAM BANK pgOTECTION
(a) Solid strips of kentucky bluegrass/ tall fescue sod shall be placed
where specified on the plans to protect stream banks that have been disturbed by
the construction. The sod shall be placed perpendicular to the stream flow to
form strips from the stream bottom to the top of the bank. The sod shall be
placed conforming to the existing stream bank slope and alignment leaving the sod
surface flush with the adjoining existing surfaces.
(b) The edges and center of the sod strips shall be securely fastened down
with 12 inch long metal staples wooden pegs to prevent lifting by the stream
current.
(c) The installation and maintenance of the sod shall be performed in
accordance with Section 6.12 SODDING of the North Carolina Erosion And Sediment
Control Planning and Design Manual.
(d) In accordance with the provision of Item I, Paragraphs 1.23 and 1.24,
payment for Sod For Stream Bank Stabilization shall be made at the contract unit
price in the proposal.
17. DISPOSAL OF UNUSABLE MATERIALS
(a) All trees, limbs, brush, stumps, large roots, and rubbish shall be
removed from the construction site. Neither the construction site nor the adja-
cent property is available for disposal of unusable, demolished, or excavated
materials. As indicated in Item I, Paragraph 1.19 of the Technical Specifica-
tions, the Contractor shall dispose of these materials off the site at a location
chosen and obtained by the Contractor.
(b) The Contractor shall have the off-site disposal location approved by
the Land Quality Section, North Carolina Department of Environmental Health and
Natural Resources.
(c) Provisions for erosion control and seeding shall apply for off-site and
on-site disposal.
(d) No separate payment will be made for the disposal of unusable, demol-
ished, or excavated materials.
18. PAY`^7NT Fr)F ,4AT RIPLS ANn EQUIPMENT DELIVERED Tn
TN- PR?? 7"?"" IT
(a; When t;^:e Owner has paid the Contractor for rater a_s and equipment
delivere_: tQ the project site with the monthly payment for w,3rG performed, the
.'ontractcr shall make payment for these materials and equipment an., shall present
inv71?e5 marked ??1d" to `he Owner as evidence of suc': payme:.'. :n the event
-nat these invoices are not presented to the Owner with' sixty SC;, days after
receipt. :;f s,;:h payment, the amount previously paid :-e Co::tractor for such
,:aterials and equipment will be deducted from the next payment tr• -he Contractor.
19. NON-SHRI.NK GROUT
(a) Non-shrink grout shall be used where indicated, on the clans or in the
specifications, shall be non-metallic cementitious type grout, and shall have a
compressive strength equal to or greater than 5,000 PSI at 7 days curing time.
(b) Prior t:) placing grout, all surfaces shall b-2 thorc,;c~ly cleaned to
remove all dirt, oil, grease and all other bond-inhibiting materials. Concrete
surfaces shall be brought to a saturated surface dry condition. ;rout shall be
placed ..ithin 1 minutes of mixing.
CjroLit shall be Sikagrout 212 grout
as mane :..,. -rec. 3ika Corporationi M a5', eZ'flOw r 3
" ' _ non -3'..ink ce:'.=':ri01::5 yrOU?
:-Ias`_eZ apprOVed ° `f l:._.
w?. ; .v_.. C,e .; -s_derel a` i. Ln-* ,er-_1_ - - -ne w-

20: STREAM CROSSING EXCAVATION
(a) The Contractor shall de-water the stream bed prior to initiating trench
excavation across the stream. De-watering shall be accomplished by placement of
a stone dam upstream of the pipe crossing and installing one or more( as neces-
sary to prevent over-topping or washing around the edges of the dam) twenty (20)
foot sections of 12" diameter CMP, PVC or corrugated HDPE bypass pipe to span the
pipe trench.
(b) The stone dam shall be constructed of hand placed washed rip rap( 3" to
12" size) to a height of no more than 1.5 feet. The upstream face of the rip rap
dam shall be covered with a filter fabric and then an 8" thick mat of 3/4" washed
stone. Care shall be taken to not disturb the natural steam bed under the dam
during construction or removal of the dam.
(c) The trench excavation shall be performed in a manner that will not
create sedimentation of the downstream channel. The top layer of sand and natu-
ral river rock shall be stock piled for later reuse in backfilling the trench.
Any silty or clayey soils below this layer shall be excavated and removed, not to
be reused as trench backfill.
(d) The trench in the wetted stream area shall be backfilled to a depth of
6" below the natural stream bottom with washed 3/4" stone. The last 6" shall be
backfilled with the natural stream bed sand and rock materials that had been
removed and set aside for this purpose.
(e) If solid rock is encountered before the three (3) foot depth is reached,
the ductile iron pipe shall be encased in 2,000 psi concrete to a depth of 6"
below the natural stream bottom to prevent floatation or movement of the pipe. If
the rock depth is less than that required to fully encase the pipe with a 6"
concrete cover and still be 6" below the natural stream bottom, then in lieu of
the concrete encasement, the contractor shall anchor the ductile iron pipe with
stainless steel bards with red head stainless steel anchor bolts set into the
solid rock.
(f) in all trench conditions, the Contractor shall layout the ductile iron
pipe so that the rots are 10 feet either side of the stream centerline.

SECTION VIII TECHNICAL SPECIFICATIONS
ITEM I EXCAVATION
1.01 Scope
(a) The work covered by this item shall consist of clearing and grubbing,
loosening, loading, removing and disposing in the specified manner, all wet or
dry materials of whatever character, including pavements and sidewalks, which are
necessary to be removed for construction purposes; grading of the site and access
roads, constructing rolled filled embankments; removing and replacing topsoil;
furnishing, placing and maintaining all sheeting, shoring, bracing and timber
necessary for the proper protection of the work and the safety of the workmen and
the public; drilling and blasting; the backfilling and tamping of trenches and
foundations; the removal of unsuitable materials from outside the normal limits
of excavation and the replacement of same with suitable materials; and all other
grading and excavation work incidental to or necessary for the construction of
the work. This item shall also include all necessary dewatering of excavated
trenches and areas.
(b) On unit price contracts, common excavation and the backfilling of
trenches for sewers or other pipelines and for manholes, valve boxes, and all
other pipeline appurtenances shall be performed in accordance with the require-
ments of this item (Item I), but shall be paid for as part of the work performed
under Item III.
(c) On unit price contracts, pipe embedment materials and their applica-
tion shall be performed in accordance with the requirements of this item (Item
I), but shall be paid for as a part of the work performed under Item III.
(d) On lump sum contracts, no separate payment will be made for excavation
of any kind nor crushed stone, pipe foundation material, pipe embedment materia-
ls, and dumped rip-rap unless specific bid items and bid prices are, provided in
the Proposal.
1.02 Preparation of Site
(a) Prior to starting construction operations, the Contractor shall remov-
all vegetable growth, debris and other objectionable matter sanding or lying o
the surface within the limits of the areas to be excavated o,- " Lled; and shai'.
demolish and remove therefrom such buildings and other structures as are specifi-
cally designated on the plans for removal. Removal and disposal of such materi-
als shall be done in a manner acceptable to the Engineer.
(b) Areas occupied by trees, brush or other vegetable growth shall be
cleared of such growth and suitably grubbed. All large roots or stumps shall be
removed to a depth of at least two feet below original ground surface. Any pits
or cavities thereby created which extend beyond the excavation limits shown or,
the plans shall be filled with the materials and in the manner specified i:,.
Paragraph 1.04 of these specifications.
(c) Ornamental trees, cultivated shrubs, and similar growth which occup%.
streets, alleys, or other public rights-of-way or easements, but which lie out-
side ~e exact limits of excavation shall remain undisturbec anc! shall be car=-
7reser-led and -jrotected by the Contractor throughout all stages of t':
-or.st° .C:: On wort:. «here appropriate, ornamental shrubb- ? ad _ree branch.
shall be tied back to minimize damage. Trees which rece:.-f damage to branch,
shall be trimmed of those branches to improve the appearance of the trees. Tre_
trunks receiving damage from equipment shall be treated with a tree dressing.
(d) The Owner will secure rights-of-way or easements where require('.
throur.'n private lands, but the Contractor shall give due notice to tenants there-
in, a^.d shall be responsible for damage to property the e'_.. Each buildin;-
wal'_ =ence bole, bridge, railroad. tree. lawn, or other - `: or improveme--
an','... --e-ed., whether aubl-c or or ace. yhai_ be c:ire_111. __--ected from a.
injury, and, in case of damage or removal, shall be completely repaired or re-
stored to its original or better condition. All damage to such improvements and
all damage to property or persons resulting from damage to such improvements
shall be borne by the Contractor. Special care shall be taken in trenching under
or near buildings and railroads, to avoid or minimize all delays, damage, or
injury thereto.
(e) Exploratory excavation shall be made when necessary for locating
underground utilities. Every pipe for water, gas, drainage, or other use, and
every conduit, foundation or other "underground structure" encountered in trench-
ing, shall be carefully protected from injury or displacement. All damage to
such structures and pipelines and all damage to property or persons resulting
from damage to such structures and pipelines shall be borne by the Contractor and
shall be completely repaired within a reasonable time. No claim shall be made
for damage or delay of the work on account of the proximity of, or the leakage
from, such structures and pipelines. Where high pressure gas lines are to be
crossed, they shall be uncovered by hand excavation methods before other excava-
tion near them is started.
(f) Preparation of the site as specified above will be considered as an
integral part of the excavation, and no separate payment therefor will be al-
lowed.
1.03 Site Grading or General Excavation
(a) Sites for treatment plants, pumping stations, storage ponds, lagoons,
reservoirs, and access roads shall be graded by mechanical equipment within the
areas and to the elevations shown on the plans. Grading operations shall be
conducted so that material shall not be removed or loosened beyond the required
limits. The finished surfaces shall be left in reasonably smooth and uniform
planes such as are normally obtainable from the use of hand tools; but if the
Contractor is not able to obtain the required degree of evenness by means of
mechanical equipment, he will be required to use hand labor methods. Slopes and
ditches shall be neatly trimmed and finished to conform to the slope lines shown
on the plans or as staked by the Engineer.
(b) Topsoil from the surface of the ground to be excavated or occupied by
fills, within the general area specified to be planted with grass, shall be
"stripped" or removed before site grading or other excavation work is started.
Topsoil so removed shall be stockpiled at a suitable location on the site of the
work so that it can be reused later for planting grass as specified in Item VI of
these specifications. This "stripping" operation shall remove all leaves, loam,
and loose topsoil which are unsuitable for foundations. The depth to which top-
soil is removed shall be determined by the Engineer, but will be generally be-
tween the limits of two and six inches.
(c) No separate payment will be made for the removal and stockpiling of
topsoil; except that on unit price contracts, topsoil removed from areas which
are to be excavated will be included in the pay quantities as common excavation.
On unit price contracts, topsoil shall not be removed from areas to be excavated
until the original ground surface has been cross-sectioned for the purpose of
determining pay quantities.
L.0 Structural Excavation
a) Excavation for structures shall be sufficiently large for the proper
placing of forms and concrete and for dewatering purposes, but shall not be
excessively large in horizontal area. Banks may be sloped at a safe angle pro-
vided that such excavation does not endanger or damage existing or proposed
structures, pipelines, etc. The bottom of the excavation shall be true to the
required shape and elevations shown on the plans. No earth backfilling will be
permitted under structures unless specifically shown or. tht ans. Should the
Contrac_or excavate below the elevations shown or specified, s:;all fill th,,
R - 1 -
I '
void thus made with Type I crushed stone (as specified in Paragraph 1.15 of these
specifications) and thoroughly compacted or with Class B concrete at his own
expense.
(b) On unit price contracts the horizontal limits for structural excava-
tion will be measured for payment between the vertical planes passing 12-inches
beyond the outer vertical surface of the structure or beyond the outer edge of
the structure footing, whichever is greater.
(c) When muck, quicksand, soft clay, swampy or other material unsuitable
for foundations are encountered which extend beyond the limits of the excavation,
such materials shall be removed and replaced with crushed stone acceptable to the
Engineer and thoroughly compacted, or with Class B concrete.
(d) In all cases where materials are deposited along open excavation, they
shall be placed so that in the event of rain, no damage will result to the work
or adjacent property.
1.05 Trench Excavation
(a) Trench excavation or excavation for pipelines shall consist of ex-
cavation necessary for the construction of sewers, conduits, water lines, and
other pipelines and all appurtenant facilities therefor, including manholes,
inlets, outlets, concrete saddles, pipe embedment materials, and pipe protection
as called for on the plans. It shall include site preparation, backfilling and
tamping of pipe trenches and around structures and the disposal of waste mater-
ials, all of which shall conform to the applicable provisions of these specifica-
tions.
(b) Trench excavation shall be made in open cut and true to the lines and
grades shown on the plans or established by the Engineer, unless tunneling or
boring is shown or specified. When practical the banks of the trenches shall be
cut in vertical, parallel planes equidistant from the pipe center line. The
horizontal distance between such planes, or the over-all width of trench, shall
vary with the size of the pipe to be installed; The over-all width of trench
shall be of the dimensions shown on the plans. When sheeting is used, the dis-
tance between vertical planes shall be measured from the inside faces of the
shee`_'nr. women vertical banks for trench excavation are not practical to con-
struz:: or create dangerous conditions to workmen, the banks may be sloped pro-
vide.: _'nat such excavation does not damage adjacent structures. When trench
bank: are sloped, such banks shall be cut to vertical planes as specified above
for that part of the ditch below the level of 12-inches above the top of the
pipeline. On unit price contracts, the width of excavation, including rock
excavation, to be used in the determination of pay quantities shall be as shown
on the plans. The bottom of the trench shall be level in cross section and shall
be cut true to the required grade of the pipe except where concrete cradles or
pipe embedment materials are shown on the plans, specified or authorized by the
Engineer, in which case the excavation shall extend to the bottom of the cradle
or pipe embedment materials.
(c) Bell holes for bell-and-spigot pipe shall be excavated at proper
intervals so that the barrel of the pipe will rest for its entire length upon the
bott--m of the trench. Bell holes shall be large enough to permit proper instal-
lati :. -)f icints n the pipe. Bell holes shall not be excavated more than 1
aneac of _ca laNing. -::ca--a---on for manholes and o-her pipeline str•,:ctures shall be
spe__" ed for structural excavation.
(e) "hen muck, quicksand, soft clay, swampy or other material unsuitable
for -foundations or subgrade are encountered which extend beyond the limits of the
excavation, such material shall be removed and replaced with pipe foundation
material as specified in Paragraph 1.16 of these specifications.
?ipe `renches shall not be excavated more than 300-feet in advance o.
P,_ a•: i.cl:,; 1'_1 wor: shall be performed so as to cause th least possibl
ir. -:ie public. Temporary bridges or ._rosswalks shall be constru<, -
ted where necessary to maintain vehicular or pedestrian traffic. Crosswalks and
bridges shall have handrails or other features necessary for safe use by the
ublic
P
(g) In all cases where materials are deposited along open trenches, they
shall be placed so that in the event of rain, no damage will result to the work
or adjacent property.
1.06 Sheeting Shoring and Bracing
(a) The sides of all excavations shall be sufficiently sheeted, shored and
braced whenever necessary to prevent slides, cave-ins, settlements or movement of
the banks and to maintain the excavation clear of obstructions that will, in any
way hinder or delay the progress of the work or endanger workmen. Wood or steel
sheet piling of ample design and type shall be used when necessary. All sheet-
ing, shoring and bracing shall have sufficient strength and rigidity to withstand
the pressures exerted and to maintain the walls of the excavation properly in
place and protect all persons and property from injury or damage.
(b) Where excavations are made adjacent to existing buildings or other
structures or in paved streets or alleys, the Contractor shall take particular
care to sheet, shore and brace the sides of the excavation adequately so as to
prevent any undermining of or settlement beneath such structures or pavement.
The Contractor will be liable for any damage to any structure or injury to any
person that results from his operations.
(c) Sheeting, shoring or bracing materials shall not be left in place
unless as shown by the plans or permitted by the Engineer. Such materials shall
be removed in such manner as will not endanger or damage the new structure or any
existing structures or property, either public or private, in the vicinity, and
so as to avoid cave-ins or slides. All trench sheeting and bracing shall be left
in place until the trench has been backfilled one foot above the top of the pipe.
(d) Sheeting, shoring and bracing shall be considered as an integral part
of the excavation work and no specific payment will be allowed therefor.
1.07 Dewatering Excavated Areas
(a) The Contractor shall provide and maintain ample ecuipment with which
to remove all water from every source which enters excavations for structures and
pipelines. Dewatering operations shall ensure dry excavations and the preserva-
tion of the elevations of the bottoms of the excavations shown. on the plans.
(b) Surface drainage shall not be allowed to enter excavated areas.
(c) Where the areas to be excavated are located under water surfaces or
near the banks of flowing streams or other bodies of water, the Contractor may
adopt and carry out any method of dewatering he may deem feasible for the per-
formance of the excavation work and for protection of the work thereafter; pro-
vided that the method and equipment to be used results in completed work which
complies with the specifications and is acceptable to the Engineer. In such
cases, the excavation area shall be effectively protected from water damage
during the excavation period and until all contemplated construction work therein
has been completed.
(d) Prior to beginning excavation for structures which are to be construc-
ted at or below the 7roundwater table, groundwater levels shall be lowered and
ma_-n::a ne' a= a level at least three (3) feet below the bottom such structures
until construction and backfilling operations have been completed.
le) The Contractor shall be responsible for damage to structures caused by
hydrostatic displacement during construction operations.
(f) The cost of all temporary construction work necessary or incidental to
dewatering excavated areas, including the costs of placing and removing sand
bags, coffer dams, sheet piling, excavation and backfill, pumping, dewatering and
well pointin._,_ shall be considered an integral part of the cos` of excavation and
rio separate DavMe.,IZ will be made therefor.
8 - 1 - 4
i I
(g) The Special Conditions may contain additional requirements for dewat-
ering excavated areas.
1.08 Fills and Embankments
(a) Fills and embankments shall be constructed of rolled or compacted
earth conforming to these specifications and to the lines and grades shown on the
drawings.
(b) The area to be occupied by the embankment shall be stripped of all
surface material to a depth of not less than 6-inches and this material shall be
removed and stockpiled for reuse as topsoil as specified elsewhere. The surface
thus exposed shall then be machine-graded to planes suitable for embankment
foundations. Any materials such as large stones or stumps found embedded in the
exposed surface that would interfere with proper compaction and consolidation of
the starting layers of embankment shall also be removed. Any material thus
removed from the embankment area which is unsuitable for embankment construction
shall be disposed of in a suitable manner and shall not be used in the work.
(c) Material used for embankment construction shall consist of a mixture
of the available soils. It shall be entirely free of brush, stumps, heavy sods,
heavy growth of grass and other organic matter and shall not contain any stones
larger than 5-inches in greatest dimension. Material shall be placed in the
embankment in successive layers of not more than 12-inches in loose depth and
then rolled and compacted as specified herein. Starting layers shall begin at
the lowest points in the fill. All starting layers shall be carefully placed and
compacted in such manner as will provide a complete bond between the compacted
fill and the natural ground on which it rests so as to prevent the development of
planes of weakness. Successive layers shall be approximately horizontal after
compaction, and shall be sloped slightly to the outside edge of the fill to
provide proper drainage while the work is in progress. Material for successive
layers may be dumped onto preceding layers; but it shall then be spread, by the
use of blade graders, bulldozers or similar equipment, so that when properly
compacted it will form a layer of uniform thickness over the entire preceding
layers.
.d) The materials shall be distributed and mixed in eac:. ''aver so that all
parts cf the finished embankment will be a uniform composite mixture of all of
the w.-Liable soils, and will be free of lenses, pockets, streaks or layers which
:iffer materially in texture or density from adjoining lavers. No pockets or
clusters of stones shall be permitted to form in the completed work.
le) The moisture content after compaction shall be as uniform as prac-
ticable throughout any one layer of fill material. The moisture content after
compaction shall be within the limits of 2.5 percentage points above optimum and
1.5 percentage points below optimum moisture content as determined by ASTM Speci-
f:cation D698. Material that is too wet shall be spread on the fill and per-
mitted to dry, assisted by discing or harrowing, if necessary, until the moisture
content is reduced to an amount within the specified limits. When the material
is too dry, the Contractor will be required to sprinkle each layer on the fill.
Harrow?ng, or other authorized methods will be required to wore: the moisture into
the ma-erial until a uniform distribution of moisture is obtained. Water applied
o-: a - _yer of fill shall be accurately controller' in amount s.. that free water
appear or. the surface. during or subsequent: `o roi' Should too muc;:
e_ added an, pa-- of the ___i surface, _;:D tha- .._._..a:. is too we.
ot.:'_n the desired compaction, :he rollins on that sec`io;-. -he fill shalt.
oe de'Ldved until the moisture content of the material is reduced to an amount
within the specified limits. If it is impracticable to obtain the specified
moisture content by wetting or drying the material on the fill, the Contractor
mav_ be required to prevent or dry back the material at the sources of excavation.
:after the material has been properiv spread in '__v-ers, shall then
o: ?_.ted b ..-ac~or shee, , fo,_: ro_ie_ -.. pes of tam -
l is unde _
I ,
structures shall be compacted to 100% of the maximum dry density and fills under
driveways and access roads shall be compacted to 95% of the maximum dry density.
Other fills shall be compacted to 92% of the maximum dry density. Compaction
test results shall be compared to the Maximum Dry Density obtained from the
compaction test by Method A of ASTM Specification D-698-58T for the type soil
tested. Field density tests shall be made to determine the compaction of the
fill. These tests shall be made in accordance with the provisions of ASTM Speci-
fication D-1556-58T. These tests shall be made at depths of from 6 to 12-inches
below the surface of each fill layer. Fills under structures shall be tested at
the rate of one test per 2,500 square foot per l'-6" of fill constructed. Fills
under driveways and access roads shall be tested at the rate of one test per
5,000 square foot per 1'-6" of fill constructed. Other fills shall be tested at
the rate of one test per 10,000 square foot per three feet of fill constructed.
The number of passes of the roller required to obtain the desired density shall
be as designated by the Engineer. In no case shall material for a following
layer be placed until rolling operations have continued long enough to produce
the required density. Earth-moving equipment may be routed over the work to
assist in compaction.
(g) The Owner will provide the services of a field technician of a rec-
ognized commercial testing laboratory during the construction of the fills to
make density determinations. The field technician shall report the test results
to the Contractor and Engineer on the project site as soon as these results are
known. The results of all density tests shall be reported in writing and shall
include the date of test, test location, depth below finished grade, wet density,
moisture content, dry density, percent compaction of test sample, and maximum dry
density used for comparison.
(h) The slopes and the top of the fill shall be carefully trimmed so that
after making proper allowance for shrinkage they will conform to the slopes and
dimensions called for on the drawings. No material shall be left on the outside
surfaces of the fill which is at a steeper slope than that shown on the drawings.
(i) Fill around pipes, conduits, and structures shall be clean, selected
material spread in layers 6-inches thick and compacted with approved mechanical
tampers.
(j) The number, type, size and operating conditions of all equipment used
in the work shall be suitable for the work to be performed. Any unsuitable or
inadequate equipment shall be replaced.
1.09 Borrow Excavation
(a) Wherever the backfill or embankment requires a volume of material that
is in excess of the volume of suitable material available from the authorized
excavations, such excess volume shall be obtained from other sources. Where
borrow pits on the construction site are specifically designated on the plans,
borrow excavation shall be obtained therefrom; otherwise, the Contractor shall
provide suitable borrow material from areas accessible to the work. Before a
borrow pit is opened the quality and suitability of the material to be obtained
therefrom shall be approved by the Engineer.
(b) Borrow pits shall not be opened until the original surface has been
cross-sectioned so that the volume of material removed therefrom may be accur-
ately determined at anv time as the work progresses. Borro•.a pits shall be
roper: cleared and grubbed and all objectionable matter sha:_ be removed from
the borrow pit material prior to its placement in the backfil1s.
(c) Borrow pits shall be excavated so that the remaining surfaces and
slopes will be reasonably smooth and even and will provide adequate drainage over
the entire area. Drainage ditches shall be constructed where necessary to pro-
vide outlets of water to the nearest natural channel so that the formation of
pools in the borrow pit area will be avoided. Sides of borrow pit cuts shall be
left ar-. two on one slope unless otherwise authorized by the. Engineer.
d) in unit price contracts, materia'_s taken from borrow bits and used in
S - 1
the construction of backfills or embankments shall be classified as common ex-
cavation.
1.10 Rock Excavation
(a) The removal of sound, solid rock of whatever nature which occurs in
its original position in ledges, bedded deposits or stratified and unstratified
masses within the excavation limits shown on the plans, and which is of such
hardness or texture that it cannot be loosened, or broken down and removed with-
out resort to drilling and blasting methods, shall be classified as rock excava-
tion. Likewise, the removal of boulders, pieces of stone and old masonry masses
one cubic yard or larger in volume shall be classified as rock excavation.
(b) The removal of hardpan, chert, clay, soft or disintegrated shale, and
of other rock materials and boulders less than one cubic yard in volume, shall
not be classified as rock excavation although the Contractor may elect to ex-
cavate same by drilling and blasting methods. The excavation and removal of all
such materials shall be classified as common excavation.
(c) The removal of existing pavements, sidewalks, driveways, manholes and
similar structures called for on the plans shall be performed under these speci-
fications and shall not be classified as rock excavation.
1.11 Inspection of Rock Surfaces
(a) Where rock is encountered in the process of excavation within the
excavation limits shown on the plans, or specified herein, it shall be completely
uncovered and stripped of all loose material over the entire area, if for a
structure, and over a trench length of not less than 50-feet, if for a pipeline;
and all such loose material shall be disposed of as herein provided. The Engi-
neer shall then make a detailed examination of the exposed rock surface and shall
take surface elevations and measurements as may be necessary to determine ulti-
mately the volume of rock excavated. All material removed from the area prior to
examination and authorization by the Engineer shall be considered as common
excavation.
1.12 Rork in Pipe Trenches
(a) Rock encountered in trench excavation for sewers and other pipelines
shall be removed for the overall width of trench which shall be as shown on the
plans. It shall be removed to a minimum depth of six (6) inches below the bottom
of the pipe. At bell holes, rock shall be removed to a minimum depth of six (6)
inches below the bottom of the bell. Where pipelines are constructed on concrete
cradles, rock shall be excavated to the bottom of the cradle as shown on the
plans.
(b) After the Engineer has examined the completed excavation, and has
taken the necessary measurements for volume determination, the space below the
ultimate pipe grade shall be filled with pipe embedment materials as required,
compacted to proper grade and made ready for pipe laying.
:.13 Drilling and Blasting
Dri:iing and olasting methods used in roc'rc excava-_ icn shall be or-
'ional pith the Contractor but shall be conducted with due regard to the safer--
of persons and property in the vicinity of the work and in strict conformity with
all laws, ordinances or regulations governing blasting and the use of explosives.
Rock excavation near existing structures of all types shall be conducted with the
utmost care, and every precaution shall be taken to prevent damage to such struc-
tures. Any damage or 4-:,jury of whatever nature to persons or property cause(!
!irect:: or indirect_ blasting opera:ions shat: be prorot_ repaired, re
laced . _ :ompensatec! fc-_- by the "ontractor a` .. ?-w-n expense a?' ~o the ent :.
satisfaction of the persons injured or the owners of the property damaged.
(b) Where future units are adjacent to structures requiring rock excava-
tion, the rock shall be drilled and blasted (not excavated) for a distance of
approximately 10-feet from the present construction, as shown on the plans or as
authorized by the Engineer.
1.14 Backfilling Trenches
(a) The backfilling of pipeline trenches shall be started immediately
after the pipe work has been examined and accepted by the Engineer. The initial
backfill material (above pipe embedment materials), placed to a height of one (1)
foot above the top of the pipe, shall consist of fine-loose earth, free of large
clods, stones, vegetable matter, debris, and/or other objectionable material. It
shall be carefully placed and loosely compacted unless thorough compaction of the
entire backfill is required as specified in Paragraph 1.15(d) hereof. The re-
mainder of the backfill shall be the same type material except that a broken
stone content of not more than fifty (50) percent by volume will be allowed of
stones not exceeding six (6) inches maximum dimension, provided that these stones
are thoroughly mixed with earth.
(b) Where the trench extends along or across streets, roadways, usable
alleys, or sidewalks the trench shall be completely backfilled (above pipe embed-
ment materials) with either compacted earth or Type I crushed stone. Unless
otherwise specified in the Special Conditions or shown on the plans, such tren-
ches shall be backfilled with compacted earth. Earth backfill shall be as speci-
fied in Paragraph 1.14(a) hereof and shall contain no rock. Earth shall be de-
posited in 6-inch layers (before compaction) and thoroughly compacted with power
tools. Type I crushed stone shall be as specified in Paragraph 1.15 of these
specifications.
(c) Where excavation has been made within the limits of easements across
private property, the top one (1) foot of backfill material shall consist of fine
loose earth free from large clods, vegetable matter, debris, stones, and/or other
objectionable materials.
(d) Where trenches are not under pavement, sidewalks, or in alleys, the
backfill material shall be neatly rounded over the trench to a sufficient height
to allow for settlement to grade after consolidation, Any deficiency in the
quantity of materials for backfilling the trenches, or for filling depressions
caused by settlement, shall be supplied by the Contractor.
(e) Where pipe trenches are cut across or along pavement and the trench
backfill is compacted earth, the Contractor shall construct a temporary surface
over the cut by filling and tamping the upper 6-inches of the trench with se-
lected gravel or crushed stone which will not disintegrate under traffic and
which shall be maintained in good condition under traffic until the permanent
pavement has been constructed. Where pipe trenches are cut across or along pave-
ment and the trench backfill is crushed stone, the Contractor shall construct a
temporary bituminous pavement surface over the cut which will not disintegrate
under traffic and which shall be maintained in good condition under traffic until
the permanent pavement has been constructed. No separate payment will be made
for temporary surfacing,
(f) Backfilling around structures shall be done in the ;Wanner specified
above for pipe :Tenches by power tamping for the full depth. ?f cut from the
bo::tom o_` the f_nished grade.
) Al'- backfilling shall be done in such manner as will not disturb or
injure the pipe or structure over or against which it is being placed. Any pipe
or structure injured, damaged or moved from its proper line or grade during
backfilling operations shall be opened up and repaired and then re-backfilled as
herein specified.
(h) The Contractor shall replace all surface materials and shall restore
pavin?, curbinF,, sidewalks, gutters, shrubbery, fences, sod, ant' other surfaces
iis-u='oec?, to a condition equal to that before the work began, furnishing al:.
8 - i - 8
labor and materials incidental thereto as provided elsewhere in these specifica-
tions.
1.15 Crushed Stone
(a) Crushed stone shall be limestone, granite or other suitable types and
shall be Type I or Type II.
(b) Type I crushed stone shall be well graded crusher-run stone having a
maximum size of lh-inches. Type I crushed stone shall be used to backfill pipe-
line trenches when specified in the Special Conditions or where shown on the
plans.
(c) Ty2e 11 crushed stone shall be sized so that 100% passes a lh" sieve,
95-100% passes a 1" sieve, 25-608 passes a h" sieve, 0-108 passes a No. 4 sieve,
and 0-58 passes a No. 8 sieve. Type II crushed stone shall be used under struc-
tures when specified in the Special Conditions or where shown on the plans.
(d) Crushed stone shall be handled on the job in such manner that it will
be kept clean and free from dirt, clay, and other foreign matter. Crushed stone
shall be thoroughly compacted with power tools.
1.16 Pipe Foundation Material
(a) Pipe foundation material shall be quarry run crushed limestone or
granite ranging in size from fines to a maximum size of six (6) inches. The
material shall be power tamped in six (6) inch layers.
(b) Pipe foundation material shall be used in local areas where unsuitable
materials such as muck, quicksand, soft clay, or swampy material make it neces-
sary to provide a satisfactory pipe foundation.
(c) Pipe foundation material used as described above will be measured for
payment only in specific locations where its use is authorized in writing by the
Engineer before this work is performed.
1.17 Pipe Embedment Materials
a) Pipe embedment materials for PVC plastic sewer pipe shall be Class I,
or or Class III. Where rock is removed from the pipe trench, where run-
ning water is encountered in the trench, or where the trench depth is 20-feet, or
greater, Class I material shall be used for bedding and haunching up to the pipe
spring line. 'N'here Class I material is used for bedding, it shall also be used
for haunching up to the pipe spring line. Where Class I material is used on
pipes installed below groundwater levels or where the trench is subject to inun-
dation, Class I material shall be placed to the top of the pipe. Class I materi-
als shall be graded crushed limestone, or granite, ?»" to lk" in size. Class II
materials shall be coarse sands and gravels with maximum particle size of lL"
including variously graded sands and gravels containing small percentages of
fines, generally granular and non-cohesive, either wet or dry. Class III materi-
als shall be fine sand and clayey gravels, including fine sands, sand-clay mix-
tures, and gravel-clay mixtures.
(b) Class I materials when placed in the pipe trench do not require com-
pdctior.. Class II materials shall be compacted to a minimum 85 percent Standarc'.
pct Density. Class III materials shall be compacted to a minimum 90 percen-_
and: Proctor Density. Where Class II and III materials are used, the Cot- -
`_-3cto_ shall provide mechanical tampers and equipment to regularly test t,:-
degree of compaction.
(c) Where pipe embedment materials for vitrified clav. concrete, and
dt.cctilr iron sewer pipe and ductile iron water pipe are required by the plans, it
shall )e Class IV. Class IV materials shall be graded crushed limestone or
:.:'ani,::?. :o 3/1:" in size. Class IV materials shall be mec:?anically tamped.
.'.1 :";)e embedrner:? materials shall be placed to suppo:= ;he full length o:
>ar::ei c_ the p_ e a`. exact line and grade.
(e) Pipe embedment materials shall be placed in the pipe trench to the
trench width and depth shown on the plans. Where rock has been removed from the
pipe trench, it shall be placed to a minimum depth shown on the plans.
1.18 Dumped Rip-Rap
(a) Dumped rip-rap shall be Type I or Type II as shown on the plans. All
rip-rap shall be of field stone or quarry stone insoluble in water and generally
rectangular in section. Rip-rap shall be dumped in place in such a manner as to
produce a reasonably well graded mass. Dumped rip-rap shall be placed to the
dimension shown on the plans.
(b) Type I rip-rap shall be sized so that 50 percent of the stones are not
less than six (6) cubic feet nor larger than nine (9) cubic feet. Other stones
shall range in size from one (1) to five (5) cubic feet.
(c) Tyne II rip-rap shall consist of well graded stones weighing from 10
to 200 pounds each, with at least 50 percent weighing over 80 pounds each. Both
width and thickness of each stone shall be at least one-third (1/3) its length.
Not more than 10 percent by total weight shall weigh less than 10 pounds each and
not more than 10 percent by total weight shall weigh more than 200 pounds each.
1.19 Disposal of Materials
(a) All materials removed by excavation which are suitable for the purpose
shall be used whenever practicable for fills, embankments, backfilling pipe
trenches, and for such other purposes as may be shown on the plans or authorized
by the Engineer. All materials not used for such purposes shall be considered as
waste materials and disposed of by the Contractor.
(b) Waste materials may be deposited in spoil banks on the site of the
work if space is available. Such on-site spoil bank locations shall be author-
ized by the Engineer. Waste materials shall not be left in unsightly piles but
shall be spread in uniform layers and neatly leveled and shaped. Spoil banks
shall be provided with adequate openings to permit surface drainage of adjacent
lands. Where on-site disposal is not practical, the Contractor shall be respons-
ible for off-site disposal.
(c) On completion of any part of the work proper disposal shall be made of
all surplus or unused materials within the construction limits of such work and
the surface of the work left in a neat and workmanlike condition.
(d) Disposal of excavated materials shall be considered an integral part
of the excavation work and no separate payment therefor will be allowed.
1.20 Foundation Drilling
(a) When the excavation for foundations for buildings, tanks and other
major structures is completed, the Contractor shall test drill these foundations.
Where the foundation is in rock, test holes shall be drilled to a depth of not
less than 6-feet below grade. In earth, holes shall be drilled to rock and 6-
feet into such rock, except that no holes will be required to be drilled deeper
than 15-feet below grade. Holes shall be spaced approximately; 25-feet apart.
Should such drillings indicate the presence of cavities or other unsatisfactory
foundation conditions; such areas shall be excavated as authorized by the En-
gineer. Any such excavation authorized 'tv the engineer wil_ --e measured for
payment.
1.21 Maintenance
(a) All excavated areas, backfills, embankments, trenches and access
roads, grading and ditches shall be maintained by the Contractor in good condi-
tion pit all times until final acceptance by the Owner. `;here trench backfill has
settles, trenches shall be re-backfilled.
8 - _ - _`
1.22 Special Conditions
(a) The Special Conditions may contain specifications regarding the use of
crushed stone and construction methods for any unusual excavation work not in-
cluded in the above specifications.
1.23 Determination of Pay Quantities
(a) The volumes of common and rock excavation work performed by the Con-
tractor and accepted by the Engineer for which payment will be allowed shall be
expressed in cubic yards and computed by the average end area method from cut
measurements taken to the nearest one-tenth foot. For site grading, access roads
and borrow pits such volumes shall be based on cut measurements taken from actual
cross-sections of the site made prior to and after completion of the excavation.
For structural excavation such volumes shall be based on the allowable horizontal
excavation area as set forth in Paragraph 1.04(b) of these specifications and
shall be computed from vertical and horizontal dimensions of the structure as
shown on the plans and the elevations of the original ground, or in case of rock
excavation, the top of the solid rock.
(b) Excavated materials used in making fills or embankments shall be
measured and paid for as excavation and the fills or embankments to be construc-
ted shall not be measured for payment.
(c) For trench excavation the allowable volume of rock excavation shall be
computed from the length and width of the trench and the depth of the trench from
the top of the rock measured along the center line of the trench to the bottom of
the trench, or to the bottom of the rock if it is above the bottom of the trench.
This depth to the bottom of the trench shall include the depth of embedment
materials to be provided under pipes. The trench width and depth used to compute
trench rock excavation volumes shall be as shown on the plans.
(d) Over-cutting of slopes or grades, or excavation beyond the vertical or
horizontal limits stipulated herein, shall not be allowed in determining the
allowable volume of excavation; except where, in specific cases approved by the
Engineer, the material thus produced was used as borrow material.
(e) Where common and rock excavation are specific bid items and bid prices
for both are provided in the Proposal, the volume of rock excavated shall be
deducted from the total volume excavated in order to determine the net volume of
common excavation to be allowed.
(f) Where crushed stone is a specific bid item and a bid price is provided
in the Proposal, the volume of crushed stone for which payment will be allowed
shall be expressed in cubic yards. The volume shall be computed from the length,
width/trench width, and depth of crushed stone shown on the plans, placed by the
Contractor, and authorized by the Engineer.
(g) The volume of pipe foundation material for which payment will be
allowed shall be expressed in cubic yards. The volume shall be computed from the
trench width shown on the plans, length, and depth placed by the Contractor and
authorized by the Engineer. This material will not be measured for payment
unless its use is authorized in writing by the Engineer before the work is per-
formed.
(h) The volume of dumped rip-rap for which payment will 'De allowed shall
be --xvressed in cubic vards. -he volume shall be computes =com the length
wid-:-., and depth of dumped ray shown on the plans, p'lacec _:ne Contractor.
and authorized by the Engineer.
(i) Common excavation and backfilling for pipeline trenches, manholes,
inlets, valves, hydrants, and other pipe line appurtenances, will be considered
as an incidental part of the work and no specific payment will be allowed there-
for.
i' Pipe embedment materials will be considered as an '_.._-idental part o`_
-ne we-''' and no specific pa'.me^.t ".Jill oe allo".:ed there:'.>r.
1.24 Payment
(a) On unit price contracts, payment for common excavation of all classes
or types under these specifications shall be made for the total allowable volume
determined in the manner specified above.
(b) On unit price contracts, payment for rock excavation shall be made for
the quantities determined in the manner specified above for two classes of rock
excavation, namely:
1. Rock Excavation - Structural and General
2. Rock Excavation - Trench
(c) On unit price contracts, payment for crushed stone under there speci-
fications shall be for the total allowable volume determined in the manner speci-
fied above.
(d) On unit price contracts, payment for pipe foundation material under
these specifications shall be for the total allowable volume determined in the
manner specified above.
(e) On unit price contracts, payment for dumped rip-rap under these speci-
fications shall be for the total allowable volume determined in the manner speci-
fied above.
(f) On lump sum contracts, no separate payment will be made for excavation
of any type nor crushed stone, pipe foundation material, pipe embedment materi-
als, and dumped rip-rap unless specified bid items and bid prices are provided in
the Proposal.
(g) On unit price contracts, payment will be made by the Owner to the
Contractor for the quantities determined in the manner specified above at the
contract unit prices listed under Item I in the Proposal, for the various types
of excavation work specified herein.
(h) The lump sum and/or unit price payments shall be compensation in full
for furnishing all materials, supplies, and equipment, and for performing all
labor and services necessary to construct the excavation, complete, as shown on
the plans and specified herein.
STD-EXCA.2
ROCK PAYMENT
8 - 1 - 12
ITEM II CONCRETE
2.01 Scope
(a) The work covered by this item shall consist of furnishing, erecting and
removing concrete forms; furnishing, proportioning and mixing concrete ingredients;
and placing and finishing plain and reinforced concrete masonry; and all other work
incidental thereto as required for the proper construction of the structures shown
on the plans or specified herein.
(b) Concrete and steel reinforcement for all classes and types of con-
struction of whatever nature or location, shall be furnished and placed in accor-
dance with the applicable provisions of this item, Item II.
2.02 General Requirements
(a) Concrete shall be composed of cement, fine aggregate, coarse aggregate
and water proportioned and mixed to produce a plastic, workable mixture. Concrete
shall be either Class A or Class B, as indicated on the plans. If the class is not
otherwise indicated the Contractor shall furnish Class A concrete. In general,
Class A concrete shall be reinforced concrete masonry, cast-in-place in forms for
foundations, footings, piers, headwalls, tanks, walls, floors, manholes, pits and
similar structures; and Class B concrete shall be plain concrete and shall be used
for pipe cradles, pipe protection, anchors, collars, massive sections and similar
work.
(b) Concrete construction shall conform to the requirements of the American
Concrete Institute (ACI) Standard 304 for Measuring, Mixing, Transporting, and
Placing Concrete; Standard 305 for Hot Weather Concreting; Standard 308 for Curing
Concrete; and Standard 309 for Consolidation of Concrete.
2.03 Materials
(a) Cement for Class A concrete shall be Portland Cement conforming to ASTM
Specification C150, Type I. Added thereto shall be Master Builders Pozzolith and
raster builders MB-VR, comparable additives as manufactured b.. the w. R. Grace Co.
or equal. Additives shall be placed in the cement at the mixer in accordance with
recommendations of their manufacturer.
(b) Cement for Class 3 concrete shall be Portland Cemen.: conforming to AST".
Specification C150, Type I.
(c) Other type cements, when required, will be specified in the Special
Conditions.
(d) Fine aggregate shall be a natural siliceous and consisting of hard,
durable, and uncoated particles conforming to ASTM Specification C33. It shall
have a fineness modulus of from 2.40 to 3.00. Fine aggregate shall be of such
quality that when made into a mortar and subjected to a mortar strength test (ASTM
C87), it shall develop a compressive strength at 7 and 28 days of not less than 90
percent of that developed by a mortar prepared in the same manner with the same
cement and graded standard sand having a fineness modulus o_' 2.40± 0.10.
(e` Coarse aggre-zate shall consist of natural washed travel, crushed stone.
.,- c:-ushed blast furnace slag conforming to ASTM Specification. C33. It shall
;rad-_'. bass square mesh screens of the following limiting, s'_tes:
Class A Concrete Class 3 Concrete
Minimum Screen Size No. 4 No. 4
Maximum Screen Size 3/4 Inch 2 Inches
dater used in mixing concrete shall be fresh, .ear, and free fro r.
_ous amou::t of cil, acid, alma:-, vereta^le, sewage and or organic matte_
2.04 Sam2ling and Testing
(a) Cement and aggregates shall be tested by a recognized testing laboratory
which has been selected by the Owner. The testing laboratory shall prepare written
reports of such tests which shall certify that the material covered by the report
complies in all respects with these specifications. These tests and reports shall
be made on each shipment of cement and on each bin or stockpile of aggregates used
in the work. When aggregate is being furnished from the same source, tests
subsequent to the initial tests may be suspended when specifically authorized by
the Engineer. When specifically authorized by the Engineer, mill test certificates
shall be submitted for cement shipments. Certified test reports and certificates
shall be submitted to the Engineer in duplicate.
(b) The Contractor shall determine the source, kind and quality of cement
and aggregates to be used in the work well in advance of the scheduled start of the
work, in order to permit proper sampling and testing. He shall be fully
responsible for delays in the progress of the work due to delays in sampling,
testing and reporting on cement or aggregates. No cement or aggregates shall be
incorporated in the work prior to receipt and acceptance of certified test reports
or certificates by the Engineer. The cost of sampling and testing cement
aggregates will be borne by the Contractor.
2.05 Storage of Concrete Materials
(a) Cement shall be stored off the ground in a dry, ventilated building.
Storage facilities shall be provided by and at the expense of the Contractor and
accepted by the Engineer prior to the arrival of the first shipment. No cement
damaged by improper storage or handling shall be used in the work.
(b) Sand and coarse aggregates shall be stored in stock piles at selected
points to provide maximum drainage and to prevent the inclusion of any foreign
material during rehandling. Stock piles shall be built on planking in 2 foot
layers to avoid segregation. Sizes shall be kept separate by the use of wooden
bulkheads between adjacent piles.
2.06 Proportioning
(a) Concrete ingredients shall be selected, proportions' and mixed to pro-
duce a workable, homogeneous concrete within the following li:?iting requirements:
Class A Class B
Concrete Concrete
Min. Compressive Strength at 28 days
5 consecutive specimens (Lb./sq. in.) 4,000 2,000
Any one specimen (Lb./sq. in.) 3,500 1,600
Volume of cement per cu, yd, concrete
Minimum (Bag) 6.0 4.5
Maximum (Bag) 7.0 5.5
Volume of water per cu. ft. of cement
Maximum (Cal.) 6,0 7.50
Amount of Air Entrained in fresh mix
Minimum of volume) None
Maximum 3 of volume) None
(b) The exact volumes and proportions of ingredients to be used in each
cubic yard of concrete shall be pre-determined by the Contractor well in advance
of the start of mixing operations in order to assure conform,-.,., of the resulting,
concrete with the above specifications. Such pre-determination shall be made b•:
.-:ixinz and testing a series of trial mixes of the actual ingredients proposed
`)e _:sed, the trial mixes to be computed and designed in accordance with t..
0 1
Portland Cement Association Bulletin ST-100, Design of Concrete Mixes. Trial mixes
shall be repeated with varying proportions of ingredients until the resulting
concrete meets the specified limitations. The results of such trial tests shall
be reported to and accepted by the Engineer prior to the start of concrete mixing
operations.
(c) The amount of moisture carried on the surface of the aggregate particles
shall be included in calculating the water content of each mix. In all cases,
however, the amount of water to be used shall be the minimum amount necessary to
produce a plastic mixture of the specific strength and of the desired durability,
density and workability. The slump shall be between 3 inches and 44 inches when
determined in accordance with ASTM Test C143. Concrete must be workable at these
slumps.
(d) The air content of freshly mixed concrete shall be determined by the
appropriate ASTM Test C231. Frequency of this test will be at the discretion of
the Engineer. Any concrete shown by such measurements to contain more or less air
than the specified amount shall be rejected and shall not be used in the work.
(e) No admixtures of hardening or curative materials shall be used unless
previously authorized in writing by the Engineer.
2.07 Mixing and Transporting
(a) Concrete materials shall be measured by weight. Scales suitably
designed and constructed for this purpose shall be provided. Each batch of
aggregate and cement shall be weighed separately. Cement in standard packages need
not be weighed. Mixing water shall be measured by volume or by weight. All
measuring devices shall be checked and accepted by the Engineer prior to use.
(b) Concrete shall be mixed in a standard type of batch mixer with a drum
speed of 200 to 225 peripheral feet per minute. Mixing time shall be one minute
for batches of 1 cu, yd, or less, and shall be increased 15 sec. for each addi-
tional 1/2 cu. yd. or fraction thereof. The entire batch shall be discharged
before recharging.
(c) Central-mixed and transit-mixed concrete may be used, providing that the
qual:-,r and kind of material used and the proportioning, mixing and transportatio:-.
to -e _`orms conform to the requirements of ACI Standard 30?..
2.08 :oncrete Placement
'a) Before placing concrete, forms shall be clean and thoroughly oiled wiz:-.
a non-staining mineral oil. Concrete shall not be placed until the forms and
rein_`orcement have been checked and accepted by the Engineer. Unless otherwise
specified, all concrete shall be placed upon clean, damp surfaces, free from water,
and never upon soft mud or dry porous earth.
(b) Chutes shall be used to place concrete only when specifically authorized
by Engineer. When permitted, metal or metal lined chutes shall have rounded
bott_:-s, with end baffles and shall be sloped to insure continuous flow of concrete
wither segregation of aggregates. Tremies, bottom dump buckets, or concrete
buggies shall be used whenever practical for depositing concrete.
C) Concrete shall be deposited as close as possible to its final positic:
_n `Dr-ns. The depositing of concrete shall be regulated so that the concre--
na e `ec-ive' compacted with a minimum of lateral me•:ement into horizon:-..:
. -a,,:---s pproximateiv '_ ` inches in thickness. Concrete shall be worked into .__
or. _s and angles and around reinforcemer.t and embedded "_%zures in such mantle
as fill all voids, prevent honey-combing against the forms, and preven-
segregation of coarse aggregate. This operation shall be performed by the use of
spades or forks, or by other approved methods. Rakes shall not be used.
d) During placing operations, concrete shall not be allowed to drop freei
grea-er than 5 feet. When :oncrete is place: vertical distan.-
-e3_-. an ,e- narrow wall ?jrms. meta'_ droL c....-a w _th ton hopve.
o-::er .i:.ceo-able placing methods shall be ise
(e) Concrete shall be compacted with mechanical vibrating equipment sup-
plemented by handspading and tamping. Vibrators shall not be used to transport
concrete inside the forms. Vibrating equipment shall be of the internal type and
shall at all times be adequate in number of units and power of each unit to
properly consolidate all concrete. Form or surface vibrators shall not be used.
Internal vibrators shall maintain a frequency of vibration of not less than 3,600
per minute when submerged in the concrete. Vibrators shall not be left stationary
in any position, but shall be moved continuously from point to point in a slow and
steady movement. Vibration shall be held to a minimum to avoid loss of air content
after concrete has been placed in the forms.
(f) Water accumulated during placement shall be immediately removed. Under
no circumstances shall concrete be placed in such accumulations.
(g) Before depositing new concrete on or against hardened concrete, the
surface of the hardened concrete shall be thoroughly roughened, cleaned, and
saturated with water. The surface shall then be coated with grout against which
the new concrete shall be placed before the grout has attained its initial set.
(h) All top surfaces not covered by forms and which are not to be covered
by additional concrete or backfill shall be carried slightly above grade and struck
off by board finish.
(i) Freshly placed concrete shall be protected from wash by rain, flowing
water, mud deposits and other injurious conditions. Concrete shall not be allowed
to dry out from the time it is placed until the expiration of curing period.
2.09 -Curine and Protecting Concrete
(a) All concrete shall be cured by the use of wet burlap or by a liquid
membrane curing compound. Wet burlap shall he used where concrete is to be
painted, topped with grout, and where concrete is to receive tile or a covering
which requires an adhesive. Burlap so used shall be kept continuously wet for a
period of seven (7) days, Liquid membrane curing compound shall be Sonneborn-
Contech Hydrocide Resin Base Compound with fugitive red tint, Lambert Corporation
No. 64 - WB Compound with fugitive red tint, or approved equal. Curing compounds
shall comply with ASTM Specification C309, Type 1 and AASHO Specification M148,
Type 1 and shall be applied to concrete at a rate recommended b; the manufacturer.
(b) In cold weather concrete shall be mixed and placed only when the
temperature is at 400F, or above, and rising, unless specifical'-; authorized by the
Engineer, in which event all materials shall be heated in a manner acceptable to
the Engineer. In freezing weather, suitable means shall be provided for
maintaining the concrete at a temperature of at least 50°F. for a period of not
less than 72 hours after placing, or until the concrete has thoroughly hardened.
Salt, chemicals or other foreign materials shall not be mixed with the concrete for
the purpose of preventing freezing. Concrete temperature shall not be allowed to
exceed 900F, during pouring operations or for 72 hours hereafter.
2.10 Finish
(a) All permanently exposed concrete surfaces, except slabs, shall be given
a rubbed finish consisting of filling small voids and two rubbings. Plastering and
steel troweling of surfaces will not be permitted. Concrete surfaces to be rubber
shall include, but shall not be limited to, (i) 3asin exterior and 'nterior wall-
above ground and water levels; (2) Exterior waLs of pumping stations above grounc.
level; (3) interior walls of pumping station dry wells above and below ground leve'
(including stairs); (4) Interior walls of pumping station wet wells above water
level; (5) Exterior and interior walls of screen chambers above ground and water
levels; (6) Exterior and interior walls of sludge drying beds above ground and
filter media levels; (7) Exterior walls of meter and valve pits above ground level;
(8) Exterior walls of building foundations above ground level; ?) Exterior walls
of submersible pumping stations above ground level; and E:terior walls o:
wa:e_- _eser,.oir foundations above ground level.
0 1
(b) Immediately after the removal of forms and steel ties, small voids shall
be filled with mortar (1 part cement, 2 parts sand), pressed into holes, and
floated smooth. Imperfect surfaces shall not be patched but shall be removed and
replaced.
(c) The initial rubbing of concrete shall begin immediately after concrete
surfaces have been floated smooth and the pointing has set. The initial rubbing
shall be with a No. 16 carborundum stone which shall be continued until all burrs,
form marks, and irregularities have been removed. The concrete shall be cured for
a minimum of seven (7) days, beginning immediately after the initial rubbing.
After at least seven (7) days curing, the final rubbing shall be with a No. 30
carborundum stone which shall be continued until all swirl marks and surplus
materials have been removed from the surface and the surfaces show a uniform,
smooth finish and uniform color.
(d) No special concrete or cement mortar topping course shall be used for
slab finish unless shown on the plans. The base slab shall be brought to a true
and even finish by power or hand floating. Where a trowel finish is required as
shown on the drawings, it shall be done with steel trowels in such a manner as to
produce a dense, smooth, impervious surface, free from blemishes.
2.11 Forms
(a) Forms shall be of wood, steel or other authorized material. Where
feasible, steel slip forms for continuous concrete placement may be used, subject
to prior authorization by the Engineer of the materials to be used. Unless
otherwise authorized, the form sheeting against permanently exposed concrete
surfaces shall be either steel or plywood of the necessary strength.
(b) Forms shall be built true to line and grade, and shall be mortar tight
and sufficiently rigid to prevent displacement, or sagging between supports. Form
surfaces shall be smooth and free from irregularities, dents, sags, or holes.
Bolts and rods used for internal ties shall be arranged so that, when the forms are
removed, no metal will be less than 1 inch from any concrete surface.
(c) Forms shall not be removed without the authorization of the Engineer.
Remo-:al shall be accomplished in such manner as will prevent injurv to the con-
crete. Forms shall not be removed before the expiration of the following minimum
number of days after placement of concrete.
Slabs 14 days
Monolithic Pipe 7 days
Columns and Walls 2 days
Other Concrete 2 days
(d) All exposed concrete edges shall be given a 3/4 inch chamfer unless
other size chamfers are shown on the plans. Chamfers shall be formed by properl_:
sized strips secured to the forms.
2.12 Joints
(a) Construction joints and expansion and contraction joints shall
cons'ructed only at locations shown on the plans, unless otherwise authorized
:::-:e Engineer. Concrete at all joints shall have been in place not less than.
hc_?rs before concrete is placed on or adjacent to it. The joints shall be strai,:n-
and e:cactly horizontal or vertical as shown cn the plans. When shown on the plans.
molded water stops shall be used in construction joints and expansion and
contraction joints. Molded water stops shall be of rubber or polyvinyl chloride
composition.
(b) Molded rubber water stops for construction joints shall be the flac
t_rte '..aches in length, -with a 3/,+ inch bulb at each end. `folded rubber wat:•_
,tocexpansion and ontractio joints shall be the _lat type, 9 inches
:eng--, ?_t.. a in h bulb at each .nd and a l? inch hollow 'bulb in the centet
Splices in rubber water stops shall be made by vulcanizing or by the use of a
rubber union and rubber cement. Molded rubber water* stops shall be as manufactured
by A. C. Horn, W. R. Meadows, Inc., Rubber & Plastics Compound Co., or equal.
(c) Molded polyvinyl chloride water stops for construction joints shall be
the flat type, 6 inches in length and 3/8 inch thick, with a 3/4 inch bulb at each
end, as manufactured by A. C. Horn, or the flat type 6 inches in length and 3/8
inch thick with end and intermediate ribs, as manufactured by Vulcan Metal
Products, Inc., A-H Products, Viveflex Corporation, or equal. Molded polyvinyl
chloride water stops for expansion and contraction joints shall be the flat type,
9 inches in length and 3/8 inch thick, with a 1 inch bulb at each end and a 14 inch
hollow bulb in the center, as manufactured by A. C. Horn, Vulcan Metal Products,
Inc., A-H Products, Viveflex Corporation, or equal; or the flat type 9 inches in
length and 3/8 inch thick, with end and intermediate ribs and center hollow bulb
as manufactured by Vulcan Metal Products, Inc., A-H Products, Viveflex Corporation,
or equal. Splices in polyvinyl chloride water stops shall be made by the
heat-softening process in strict accordance with the manufacturer's recommenda-
tions.
(d) In expansion and contraction joints, premolded joint filler and cold
applied joint sealing compound shall be applied to the opening on both sides of the
molded water stop. Cold applied joint sealing compound shall be applied to the
opening at the top of the molded water stop. Premolded joint filler shall be
Self-Expanding Cork, Code 4324, and cold applied joint sealing compound shall be
Vertiseal (light gray), a polysulfide polymer, both as manufactured by A. C. Horn,
or shall be comparable products as manufactured by W. R. Meadows, Inc., Rubber &
Plastics Compound Co., or equal.
2.13 WaterDroofin
(a) Waterproofing materials of the paint and/or membrane types shall be
applied to concrete structures at the locations shown on the plans.
(b) Waterproofing paint and its application shall be as shown on the plans
or as specified in the Special Conditions.
(c) Membrane type waterproofing shall consist of four coats of hot applied
waterproofing pitch and three layers of No. 15 tarred felt, or one coat of cols
applied setting cement and one layer of synthetic sheeting. Pitch and felt shall
be as manufactured by the Barrett Division, Allied Chemical Coro.; the Flintkote
Co.; Johns-Manville; or equal. Cold applied cement shall be Nerva-Plast and
synthetic sheeting shall be Nervastrol Seal-Pruf H-D, as manufactured by Rubber &
Plastics Compound Co.; comparable materials as manufactured by Carlisle Tire &
Rubber Division, Carlisle Corp.; Building Products Division, American Cyanamid Co.;
or equal. Membrane waterproofing shall be applied in accordance with the
manufacturers' recommendations and as authorized by the Engineer.
2.14 Test Cylinders
(a) During concrete placement operations the Contractor shall make test
cylinders, generally three cylinders for each major pour or day's operations, or
on large pours every 50 cubic yards of concrete poured. The test cylinders shall
be placed in a protected spot immediately after molding and kept under moist curin_
conditions for 2=: hours, and then removed to the testing laborator-:. The cost
providins c:?,linder molds, storing, transportation, handlins, and testing `.._
cylinders will be borne by the Contractor. Samples shall be taken and test speci
mens prepared in accordance with the requirements of ASTM Specification C31, and
shall be tested in accordance with the requirements of ASTM Test C39. One cylinder
shall be tested at 7 days and two cylinders shall be tested at 28 days for each
major Dour or day's operation unless otherwise authorized by the Engineer. ?r.
addition, one cylinder shall be tested at 56 days in the event that the 28-day tes`
_aifs =. meet the requirements of the specifications. Slump and. air content tes-_
snaf: ?e made at the time samples are taken for each set of :finders. Tes
results shall be reported to the Engineer in writing and shall include the date and
location of the pour from which the samples were taken.
2.15 Unapproved and Damaged Work
(a) On concrete work where samples failed to show proper strength or where
the quality of the concrete is otherwise questionable, the Contractor may be
directed to obtain cores for further testing. Such cores and tests shall be at the
Owner's expense.
(b) Unapproved or damaged work shall be satisfactorily replaced by the
Contractor in accordance with the requirements of the plans and specifications.
Removal and/or replacement of concrete work shall be done in the manner that will
not impair the strength of the structure.
2.16 Steel Reinforcement Materials
(a) Reinforcement bars shall conform to the requirements of ASTM Specifi-
cation A615 Grade 60 or ASTM Specification A616 Grade 60. Bars shall be deformed
in accordance with the requirements of ASTM Specification A615. Steel mesh
reinforcement shall be electrically-welded cold drawn mild steel fabric conforming
to the requirements of ASTM Specification A185.
(b) Prior to the placing of any steel reinforcement in the work, written
evidence shall be submitted to the Engineer to the effect that such steel has been
tested under and is in conformity with these specifications unless testing is
specifically waived by the Engineer. Certified true copies of test and acceptance
reports by a responsible testing laboratory shall be considered as evidence of
compliance. Additional tests may be required by the Engineer upon the finished
bars as furnished if deemed necessary.
(c) Complete detailed shop drawings, bending diagrams and schedules of the
steel to be used in the work shall be submitted by the Contractor to the Engineer
for review prior to the fabrication of the steel. All steel which fails to meet
these specifications or which has been improperly cut or bent, or which does not
conform to the sizes shown on the plans shall be rejected.
(d) On deliver-; to the site of the work, the steel reinforcement shall be
carefully bundled, tagged and stored in such manner that the bars for any position
in the work may be readily identified.
2.17 Placing Steel
(a) Before being placed in position, all steel reinforcement shall be
thoroughly cleaned of oil, mill and rust scale and other coatings that would tend
to destroy or reduce the bond. Where there has been a delay in depositing concrete
after the reinforcement has been placed, it shall be re-inspected and re-cleaned,
if necessary.
(b) Reinforcement shall be accurately positioned and secured against
displacement by using annealed or similar wire of not less than No. 18 gage, or
suitable clips at intersections, and shall be supported by concrete or metal
chairs, stays, spacers, hangers or other acceptable supports which shall have
sufficient strength and stability to maintain the reinforcemen: in place throughou`
concrete operations.
?c) The minimum distance between paralle' bars shat: be as shown on `.
plans. Bars placed parallel to a concrete face shall be embedded in the concre?_e
so as to provide a protective coating around the bars of the following minimum
thickness unless otherwise shown on the plans:
Slabs 1 inch
Floors, walkways, drivewavs l inches
malls _ _ncht,s
,earns and ,_rders-S-.irrup Seel _..chf s
Beams and girders-Main Reinforcements 2 inches
Columns 2 inches
Footings in contact with ground 3 inches
(d) Where splicing is necessary, the bars shall be lapped not less than 30
diameters, and splices shall be staggered. In all cases, the lapped connection
shall be sufficient to transfer the stress between bars by bond and shear, and to
develop the full strength of the bars. In slabs, beams and girders, no splices
shall be made at points of maximum stress and in no case shall adjacent bars be
spliced at the same point.
(e) All supports and ties shall be placed in such manner that they will not
be exposed on the face of the concrete nor discolor the surface of the finished
concrete. Reinforcement which has been exposed for bonding with future work shall
be protected from corrosion by heavy wrappings of burlap saturated with a
bituminous material.
(f) Movement of steel reinforcement in place during concrete operations
shall be prevented. Any rods which were displaced shall be restored to proper
position before they are completely covered.
2.18 Embedded Items
(a) Before placing concrete, all embedded items shall be firmly and securely
fastened in place. They shall be thoroughly clean and free of any coating, rust,
scale, oil or other foreign matter.
2.19 Hydrostatic Testing
(a) Concrete structures that are to contain water, sludge, or other liquids,
such as settling or digestion tanks, coagulation basins, reservoirs, filter basins
and similar structures shall be hydrostatically tested for leakage before
backfilling, where applicable. Testing shall consist of filling each structure
with water so that the Engineer can inspect and observe any leaks when the
structure has been full of water from 24 to 48 hours. When practical, such tests
shall be made before backfill is placed around the structure. All leaks in the
structure are to be repaired in an approved manner. Patching or caulking or an•7
other method of repair on the outside or dry side of walls will not be permitted.
Damp areas or spots on permanently exposed walls, such as in filter galleries, will
be considered leaks. For structures below finished grade, hydrostatic testing may
be omitted when specifically authorized by the Special Conditions.
2.20 Determination of Pav Quantities
(a) On unit price contracts, the volumes of each class of concrete for which
payment will be allowed shall be expressed in cubic yards as computed from the
dimensions of the neat lines shown on the plans. Where concrete masonry for which
specific dimensions are not given on the plans has been placed where authorized by
the Engineer, the volume shall be determined by the Engineer from field measure-
ments.
(b) The volumes allowed for payment shall include only the items of concrete
placed in accordance with these specifications and accepted b•: the Engineer.
deduceions shall be made for openings in concrete for pipe or other structures tna
are 'Mess than one square foot in area, for the volume of reinforcing steel embeddec'.
therein, nor for fillets less than four square inches in area.
(c) The quantity of steel reinforcement for which payment will be allowed
shall be expressed in pounds and shall be the total weight of all bars and mesh
incorporated in the work in conformity with the plans and specifications. The
total allowable weight of bars shall be as determined by the Engineer using th
calculated weights of bars shown on the final shop drawings. :he total allowabl-
weigt:t of mesh shall be as determined by the Engineer from the average un_-
weights, based on the actual weight of an area not less than 30 square feet.
(d) The weight in pounds per lineal foot of each type of bar shall be
computed by multiplying the theoretical cross-sectional areas in square inches (as
published by the Concrete Reinforcing Steel Institute) by the factor 3.40.
(e) The weight of wire, clips, ties, spacers and other fastening devices
shall not be determined or allowed for payment. Splices or laps made by the Con-
tractor for his own convenience shall not be allowed for payment.
2.21 Payment
(a) On lump sum contracts no separate payment will be made for concrete and
steel reinforcements.
(b) On unit price contracts payment for Class A and Class B concrete and for
steel reinforcement placed under these specifications shall be made for the
quantities determined in the manner specified above at the contract unit prices per
cubic yard or per pound in place for each type listed under Item II of the contract
pay items. This amount, so paid, shall cover the cost of furnishing all labor,
materials, tools, plant and other expenses in connection with or incidental to the
concrete masonry work.
STD-CONC
ITEM III SANITARY SEWERS
3.01 Scope
(a) The work included in this item shall consist of furnishing and in-
stalling all vitrified clay, ductile iron, PVC, and precast concrete sewer pipe and
fittings and the construction of all manholes and other appurtenances necessary to
complete the work as shown on the plans and specified herein.
(b) The work shall include all necessary excavations, embedment materials,
crushed stone, and backfill as specified in Item I of these specifications and as
shown on the plans.
(c) Concrete work in headwalls, piers, collars, cradles, and pipe protection
shall conform to and be paid for under Item II. Replacing of sidewalks, pavements,
surfacings, and curbs and gutters shall conform to and be paid for under Item V.
(d) Stream, highway, and railroad crossings will be considered as an inci-
dental part of the work included in the unit prices for the various sizes and
depths of pipe, and no specific payment will be allowed therefor unless specific
designs are shown on the plans and specified in the Special Conditions and unit
prices for "Crossings" are included in the Proposal.
(e) On lump sum contracts no separate payment will be made for any item
under Item III unless specific bid items and bid prices are included in the Pro-
posal.
(f) Sanitary sewers within the area to be included in Treatment Plant Piping
and Pumping Station Piping or other facility piping, as shown on the plans, will
not be included as a part of this item.
3.02 Sewer Materials
(a) All materials used in the construction of sewers shall be new and unused
when delivered to the work and shall be suitable for installation and operation
under the conditions for which they are to be used.
(b) All sanitary sewers fifteen inches in size and smaller shall be con-
structed of either vitrified clay or PVC sewer pipe, at the option of the Con-
tractor unless otherwise specified in the Special Conditions or shown on the plans.
All sanitarv sewers eighteen (18) inches, twenty-one (21) inches, and twenty-four
(24',,, inches in size shall be constructed of either vitrified cla•: or concrete sewer
pipe, a? the option of the Contractor (1) unless otherwise specif_ed in the Special
Conditions; (2) unless otherwise shown on the plans; and (:`. except that in
twenty-four (24) inch size sewers in cuts deeper than sixteen and one-half (16.7)
feet, vitrified clay is not acceptable and concrete sewer pipe of the class shown
on the plans shall be used. All sanitary sewers larger than twenty-four (24)
inches in size shall be constructed of precast concrete sewer pipe, unless
otherwise specified in the Special Conditions or shown on the plans. Sanitary pipe
sewers shall be constructed of ductile iron sewer pipe when shown on the plans.
Casing pipes shall be installed at railroad, street, or high•.aay crossings when
specified or shown on the plans.
(c) All vitrified clay, concrete, PVC, and ductile iron sewer pipe and
fittings shall be suitably marked at their places of manufact_,.re to show their
class, -trength, or thickness, as applicable.
Vitrified clay sewer nine and fit:ings shall be -ra strength" ar.ci
conform to the regt:irements c. AST"l Spe._=_cat_o,. v ?Oil' _pe and fitting.;
3 ?,as in size and smaller shall have ;lain ends and shall joined by plastid
sle?,., couplings or shall have bell and spigot ends joined with rubber ring
gaskets. Pipe and fittings 21-inches in size and larger shall have bell and spigot
ends joined with rubber ring gaskets or factory applied resilient joint material.
All jointing material shall comply with the requirements of AST`1 Specification C
Concrete sewer oiDe shall be tested ander and s:. ' ' comnly with th,?
rc'_t llrc'-r,. .tS ,f AST%1 e:,ce,): as mod___ed ..oncrete sewe!'
pipe shall be Class III unless otherwise shown on the plans. Wall thicknesses
shall be "Wall B" in sizes thirty-six (36) inches in size and smaller and "Wall C"
in sizes forty-two (42) inches and larger. All concrete sewer pipe shall have bell
and spigot joints suitable for installation with rubber 0-ring gaskets and with a
rectangular groove in the spigot end to receive the rubber gasket and contain the
deformed gasket on all four sides when the joint is completed. Joints and gaskets
shall comply with the requirements of ANSI/AWWA Specification C302, ASTM
Specifications C361 and C443. Concrete pipe shall be cast in joints not less than
8.0 feet long. Bell and spigots shall be formed to true dimensions, with a nominal
clearance of not more than 1/16-inch. Concrete used in the manufacture of pipe
shall have an absorption rate not to exceed 6.0 percent. Steel reinforcement shall
be circular. Materials used in the manufacture of concrete sewer pipe shall comply
with the following ASTM specifications: Portland Cement C 150, Type II or C 175,
Type IIA, or C 205 for Blast Furnace Slag Cement; Aggregates,' C 33 except that the
fine aggregate shall be natural silica sand. Manufactured sand shall not be used.
Coarse aggregates shall be crushed limestone. Each joint of pipe shall have
stamped thereon the class of reinforcement and the wall thickness designation.
(f) Polvvinvl Chloride (PVC) sewer pipe and fittings shall conform to the
requirements of ASTM Specification D 3034. Wall thickness shall be SDR 35. Joints
shall be integral bell and spigot type with compression type rubber gaskets.
Saddle type fittings are not acceptable. Each joint of PVC pipe shall have stamped
thereon its ASTM Specification number and SDR.
(g) Ductile iron pipe shall conform to the requirements of ANSI/AWWA
Specification C151/A21.51. Pressure pipe shall be designed for a minimum rated
water working pressure of 350 psi in sizes 18-inches and smaller, 300 psi in
20-inch size, 250 psi in 24-inch size, and 200 psi in sizes larger than 24-inches;
laying condition Type 2; and a minimum cover of 5 feet. Where the cover exceeds
5 feet, the pipe shall be designed for the actual cover installed. Non-pressure
or gravity flow pipe shall have the wall thicknesses shown on the plans under
"Typical Sewer Trench" details. Joints shall be "push-on" which conform to the
requirements of ANSI/AWWA Specification C111/A21.11. Ductile iron fittings shall
conform to the requirements of ANSI Specification A21.10, Class 350 in sizes
24-inches and smaller and Class 250 in sizes larger than 24-inches. Joints for
fittings shall be mechanical joints conforming to the requirements of ANSI/AWWA
Specification C111/A21.11. All ductile iron pipe and fittings s:,all have a cement
mortar lining of standard thickness conforming to the requirements of ANSI/AWWA
Specification C104/A21.4.
(h) All vitrified clay, concrete, PVC, and ductile iron sewer pipe and
fittings and materials shall be tested and inspected at their place of manufacture
by the manufacturer. Manufacturer's compliance certification reports, in
duplicate, shall be sent to the Engineer prior to use of the pipe in the project.
(i) After delivery to the site, any materials which have been damaged in
transit or are otherwise unsuitable for use in the work shall be rejected and
removed from the site.
3.03 Pipe Storaze and Handlina
(a) Pipe storage and handling shall be in accordance with the pipe manu-
facturer's recommendations. Pipe shall be stored on a smoot'r, surface to avoid
point loadings. Pipe shall be handled with care so as to prevt-. ama,Te.
t7l
64 Lae Laving
(a) Before sewer pipe is placed in position in the trench the bottom and
sides of the trench shall be carefully prepared and the necessary bracing and
sheeting installed. A mason's line shall then be tightly stretched above ground
level, parallel to and directly above the axis of :he pipe to ',e installed; this
ine to ire supported at intervals not exceeding, 5` feet. Th e ,Xa-- _ine and grade
_o_ aac:. section. of wipe shall be determined m easurin dog«r. this line to
8
the invert of the pipe in place. Each pipe shall be accurately placed to the exact
line and grade called for on the plans. The Contractor shall furnish all labor and
materials necessary for erecting batter boards. Laser equipment may be used in
setting pipe grades in lieu of the batter board method. When laser equipment is
used, the Contractor shall check the sewer grade at intervals not greater than 50
feet with a surveyor's level which shall be provided by the Contractor.
(b) Each piece of pipe and special fitting shall be carefully inspected
before it is placed and no defective pipe shall be laid in the trench. Pipe laying
shall proceed up-grade, starting at the lower end of the grade and with the bells
up-grade. Pipe shall be straight when placed in the trench. Curved pipe shall not
be laid. Trench bottoms found to be at incorrect grade after pipe laying
operations have begun shall be corrected and brought to exact line and grade. Fill
required shall be pipe foundation material or pipe embedment material as specified
in Item I of these specifications, as applicable.
(c) Bell holes shall be of sufficient size to allow ample room for properly
making the pipe joints. Bell holes shall be cut not more than five joints ahead
of pipe laying. The bottom of the trench between bell holes shall be carefully
graded so that the pipe barrel will rest on a solid foundation for its entire
length.
(d) As the work progresses the interior of all pipe in place shall be
thoroughly cleaned. After each line of pipe has been laid it shall be carefully
inspected and all earth, trash, rags, and other foreign matter removed from the
interior.
(e) Backfilling of trenches shall be started immediately after the pipe is
in place and the joints completed and examined and accepted by the Engineer.
(f) Preparation of site, excavation and backfilling, pipe embedment, and
maintenance of excavated areas shall comply with Item I of these specifications.
3.05 Joint Construction
(a) Each joint shall be laid so that it will form a close concentric joint
with adjoining pipe and so as to avoid sudden offsets or inequalities in the flow
lines. The inside of all bells and the outside of all spigots shall be wiped to
remove all dirt, water, or other foreign matter so that their surfaces are clear.
and dry when the pipes are joined.
(b' ) All jointing of pipe and fittings shall be in accordance with the pipe
manufacturers recommendations.
(c) After the joints have been completed they shall b?_ inspected by the
Engineer before they are covered up. Any leaks or defects discovered at any time
after completion of the work shall be repaired immediately. All pipe in place
shall be carefully protected from damage until the backfilling operations have been
completed. Any pipe which has been disturbed shall be taken up, the joint cleaned
and remade and the pipe relaid at Contractor's expense.
(d) Water shall not be allowed to run or stand in the :Tench while pipe
laying is in progress or before the joints are completed or before the trench has
been backfilled. The Contractor shall not open up at any time mcre trench than his
available pumping facilities are able to dewater.
3.06 Deflection Tests
d. ytter back-led trenches have b?.,. _ci^pleted _eas?, 30 davs, a:._
PVC sewer oiQe shall be tested for initial diametric defiecti:;:-Is by the use of .
Go-No-Go type odd-numbered leg mandrel having a minimum of nine legs permanently
attached. The size of the mandrel shall be based on the maximum allowable inside
diameter of the pipe. The initial diametric deflection shall not exceed five
percent (53).
3.07 Leakage and Infiltration
(a) All pipe joints shall be as near watertight as it is practical to
construct them with the material and methods specified herein. Infiltration of
groundwater or other leakage into the sewer (including manholes) shall not exceed
200 gallons per mile of sewer per inch of inside diameter of the sewer per 24 hours
in any section of the completed work, and in no case shall it exceed 3,000 gallons
per mile per 24 hours. The infiltration into each section of the sewer shall be
measured in wet weather by the temporary installation of suitable metal or wooden
weirs as authorized by the Engineer. These weirs shall be furnished, installed and
removed by the Contractor, any leaks into the sewer of significant magnitude that
can be located shall be repaired or corrected as authorized by the Engineer
regardless of infiltration test results.
3.08 Air Testing of Gravity Sewers
(a) The Contractor shall conduct low pressure air tests on all completed
sections of gravity sewer. Air testing shall comply with the requirements of ASTM
Specification C924, except as modified herein. The air test results will be used
to evaluate materials and construction methods on the sewer line sections, and
successful air tests shall be mandatory for the acceptance of the sewers.
(b) The Contractor shall furnish an air compressor along with all necessary
plugs, valves, pressure gages, air hose, connection and other equipment necessary
to conduct the air tests. Plugs in sewers shall be adequately braced for thrust
reaction.
(c) The sewer section shall be plugged at both ends and air pressure shall
be applied until the pressure inside the pipe reaches 4 psig. When a stable con-
dition has been reached, the pressure shall be bled back to 3.5 psig. At 3.5 psig,
the time and pressure shall be observed and recorded. If groundwater is present
at the sewer, the height of groundwater above the top of the pipe shall be added
to the above air pressure readings (height of water in feet X 0.433 - air pressure
in psig). A minimum of 5 readings will be required for each test.
(d) If the time for the air pressure to decrease from 3.5 psig to 2.5 psig
is equal to or greater than that shown in the following table, the pipe shall be
presumed to be free from defect. When these times are not attained, pipe breakage,
joint leakage, or leaking plugs are indicated and the cause must be determined and
corrected. After repairs have been made, the sewer sections shall be retested.
This process shall be repeated until all sewer sections pass the air test.
Allowable Timetable
Pipe Size Time Per 100 Feet Of Pipe
4" 0 min. 18 sec.
6" 0 42
8" 1 " 12 "
10" 1 It 30 "
12" 1 48
15" 2 06 "
18" -) 2 „
21"
J „
J
74i
- 1:
J i
217
30" 4 " 48
33" 5 " 24 "
36" 6 't 0 11
42" 7 18
48" a 0
5'1 1 ? n 4Q n
b0'
__
-a

3.09 Hydrostatic Testing of Pressure Sewer Pipe
(a) After pressure sewer pipe has been laid, partially backfilled, and the
necessary concrete thrust blocks constructed, the pipe shall be subjected to a
hydrostatic pressure of 100 psi for a minimum period of two hours.
(b) The pipe shall be slowly filled with water and the specified test
pressure, measured at the point of lowest elevation, shall be applied by means of
a pump connected to the pipe. The pump, pipe connection, gauges, meters, and other
apparatus required for the tests shall be furnished and installed by the
Contractor.
(c) Before applying the specified test pressure, all air shall be expelled
from the pipe. To accomplish this, taps shall be made, if necessary, at points of
highest elevation, and afterward tightly plugged.
(d) All exposed pipes, fittings, and joints shall be carefully examined
during the open trench test. All leakage in joints shall be completely stopped.
Any cracked or defective pipes or fittings discovered in consequence of this
pressure test, shall be removed and replaced by the Contractor with sound material
in the manner hereinbefore provided and the test shall be repeated until
satisfactory to the Engineer.
3.10 Wves and Tees
(a) Wye and Tee branches shall be placed in sanitary sewer lines at all
points shown on the plans or specified herein. If such branches are not to be used
immediately they shall be closed with clay, concrete, or plastic stoppers with
joints as specified for the sewer pipe.
(b) If the work consists of the construction of a sewer that is to replace
an existing sewer all of the existing house sewers shall be connected to the new
line.
(c) Wyes and tees shall be placed in sanitary sewers so as to properly serve
each existing house and each vacant lot facing or butting on the street or alley
in which the sewer is being laid, and at such other locations as may be designated
by the Engineer. The exact location of each connection shall be determined by the
Engineer before backfilling.
di Wyes and tees shall be of the same material and s`renz-_''r. as the sewers
on which 7:hev are installed.
3.11 Connecting Risers
(a) Where the depth of cut is over 8 feet or where the grade of a sanitary
sewer is lower than necessary to drain abutting property, and at such other
locations as may be designated by the Engineer, connecting risers shall be placed
to serve each existing house and each vacant lot facing or abutting on the street
in which the sewer is being laid.
b) Connecting risers shall be either 4 or 6-inches in diameter constructed
from a -.aye or tee connection, as shown on the plans, to the elevation designated
by the -_ngineer. Connecting risers shall be vitrified clay or PVC, as applicable,
and shall conform to the requirements of Paragraph 3.02 of these specifications.
The w or tee connection shall be securely supported b•: a bock of concrete,
s'no:VT the i ans, to suppor` -he riser '?_pe ape:' e7.ds _ netting riser
a_ __osed, s hereinbefor,- specified f_. and Backfill
_..
sha h e carefull-., done around these risers.
3.12 '-rouse Sewers
a) House sewers shall be constructed when required in ?he Special Condi-
tions _ '.when included in t'ae cOT'.trsct pay :fisted _.i
rile ? ^osal, to prow.:
the sal...ta'" ;eneral hou.,
??? _ t_ be at the t....
f
the sewer is constructed, and wyes or tees only provided for vacant lots. However,
additional house sewers shall be installed by the Contractor when authorized by the
Engineer. In general, house sewers shall be constructed from the lateral sewer to
a point located approximately two (2) feet behind the curb line and house sewers
shall not be installed where the lateral sewer is within 5 feet of the property
line.
(b) House sewers shall consist of either 4-inch or 6-inch diameter pipe
sewers, as listed in the Proposal. House sewers shall be vitrified clay or PVC,
as applicable, and shall conform to the requirements of Paragraph 3.02 of these
specifications. Open ends of house sewers shall be closed as specified above for
wyes and tees.
3.13 Marking Location of Wyes Tees and House Sewers
(a) The location of all wyes, tees, and house sewers installed in the work
shall be marked by an off-set post set in the ground. Off-set posts shall be
placed at locations designated by the Engineer. Posts shall be of precast con-
crete, 6" x 6" x l'-6" in size and shall have the letter "S" cast in the top.
3.14 Connections to Existing Sewers
(a) Connections shall be made to all existing sewer lines in the vicinity
of the work, as shown on the plans or as authorized by the Engineer. Connections
shall be made into existing manholes, or by the construction of a new manhole as
shown on the plans.
(b) Connections to existing manholes shall be made by cutting a hole in the
wall of the existing structure, inserting a length of sewer pipe into the hole,
filling around same with concrete or mortar and troweling the inside and outside
surfaces of the joint to a neat finish. As specified elsewhere, the bottom of the
manhole shall be shaped to fit the invert of the sewer pipe.
(c) Connections will be considered as an incidental part of the work and no
specific payment will be allowed therefor, except where new manholes are built.
3.15 Pipe Protection
(a) Sewer pipe which, when completed, will have less than Feet of cover
shall be provided with Class B concrete protection, or shall be constructed of
ductile iron pipe, as shown on the plans or as authorized by the Engineer.
(b) Where foundation conditions are not satisfactory, as determined by the
Engineer, sewer pipe shall be either laid on a Class B concrete cradle, pipe
foundation material, or constructed of cast iron pipe, as shown on the plans or as
authorized by the Engineer. Pipe protection, when used, will be paid for at the
respective contract unit prices.
3.16 Manholes
(a) Manholes shall be constructed to the sizes, shapes and dimensions and
at the locations shown on the plans. Unless otherwise shown on the plans, manholes
shall be four (4) feet in diameter. The height or depth of eac: manhole will vary
pith the location, but it shall be such as will place the top a- -:,z finished grade
the pavement or ground surface or to the elevations shorn o7 oians and the
invert at the elevation design on the plans.
(b) Where the difference in the invert elevation of two or more sewers
18-inches in diameter or smaller intersect in one manhole is 2 feet or more, a drop
manhole shall be constructed in the manner shown on the plans. They shall be
similar in construction to the standard manhole except that a drop connection of
pipe and fittings of the proper size and material shall be constructed outside the
manhole and supported by Class B concrete as indicated on the D'_ans.

(c) Manholes shall be precast reinforced concrete pipe manhole sections with
tongue and groove joints. Manholes shall conform to the requirements of ASTM
Specification C 478, except as modified herein. Cement, coarse aggregate, and fine
aggregate shall conform to the requirements of Paragraph 3.02(e) of these
specifications for sewer pipe. Concrete used in their manufacture shall have an
absorption rate shall not to exceed six (6) percent. The minimum wall thickness
of the manhole riser sections shall be five (5) inches for four (4) foot diameter
manholes, six (6) inches for five (5) foot diameter manholes, and seven (7) inches
for six (6) foot diameter manholes. Cone sections shall have a minimum wall
thickness of eight (8) inches at their top. Base riser sections shall be made with
bottoms cast monolithically. Bottoms cast into already made pipe sections are not
acceptable. The minimum thickness of the bottom shall be six (6) inches for
manholes four (4), five (5), and six (6) feet in diameter. Suitable openings for
inlet and outlet sewer pipe shall be core drilled into the base sections and into
riser sections for drop connections. These openings shall be circular, accurately
made, and located as required for each manhole. Base riser sections shall be set
on compacted pipe embedment materials six (6) inches in thickness. Pipe embedment
materials, so used, shall be Class IV or of the same type being used for pipe
embedment.
(d) The length of tongue and groove joints on manhole sections shall be not
less than the wall thickness of the sections. The nominal clearance between tongue
and groove pieces shall be 1/16-inch. The manhole sections shall be joined with
"0-ring" rubber gaskets conforming to the requirements of ASTM Specification C 443.
Rubber gaskets shall be installed in accordance with the recommendations of their
manufacturer with the use of a suitable lubricant. A suitable rectangular recess
shall be cast into the tongue of each manhole section to contain the rubber gasket
such that when the joint is made, the rubber will be confined on all four sides.
In addition, a flexible plastic joint sealant shall be applied to manhole section
joints. The sealant shall be a factory extruded formulation of 100 percent solids
with top-quality partially vulcanized butyl rubber which provides shape retention
in combination with adhesion and cohesion. The sealant shall conform to the
requirements Federal Specification SS-S-210A. It shall be applied to clean, dry
surfaces only.
Flexible manhole sle-eves or fiexi'':e "ole ntr :. e joints shall be
instal_ d on all sizes and types of pipe ..anho es. Manhole
sleeves shall be of high quali` syr.tilet__ ..-_ N,.ic':. _, with the
?' ar.'. Mar.ho - .tan ngs shall be
requirements of ASTM Specifications C9,
accurately core drilled. Sleeves shall be to the man:-.c'_e b_; Series 302,
304, or 305 stainless steel bands with sel1f-1cc':ling toggles _o make watertight
unions. Sleeves shall be secured to the sewer pipe to make watertight unions by
Series 302, 304, or 305 stainless steel strap clamps, draw bolts, and nuts.
Flexible manhole sleeves shall be Kor-ti-Seal as manufactur b,; N.P.C., Inc.
comparable manholes sleeves as manufactured b': the Press S,?a': Gasket Corp. ; or
equal.
(f) Manhole inverts shall be constructed of cement groin and shall have the
same cross-section as the invert of the sewers -.which they connect. The manhole
invert shall be carefully formed to the required s'_.e and grade ':)•: gradual and even
changes in sections. Changes in direction: cf -..lough the sewer shall be mad,,
to A true cure with as large radius _s = the ma: .:-.:'_l permit.
tha `.,,e cast iro
fOr the :OS•er sh,:__ and proper)
bonde-4 to the masonry -th cement grout, ar .- :.? ru tad in pave,-.
areas, the top surface of the frame and cover shall be tilted so as to conform to
the exact slope, crown and grade of the existing pavement ad:acent thereto.
(h) Manhole frames and covers shall be made of cast i,= conforming to the
minir,,.um requirements of ASTM Specification A-- lass or ductile iro-.
OI1` ::o tl` equiv ?^ents ,'f .AST`f a5 12. Al
.,adr .'_.:e:._ L he sol-111C1
- e -I:. a:'.('. _..s _iclgs whi,.
have been plugged or otherwise treated shall be rejected. Frames and covers shall
be as detailed on the plans. The contact surfaces between the cover and its
corresponding supporting ring in the frame shall be machined so that the cover will
rest on the ring for the full perimeter of the contact surfaces. Castings shall
be thoroughly cleaned by shot blasting and shall remain unpainted. There shall be
no holes or perforations in the covers. The manufacturer's shop drawings shall be
sent to the Engineer for review prior to manufacturing and shipping of castings to
the job site.
(i) Manhole steps shall be constructed of steel covered with rubber or
plastic. Rubber or plastic covered steel steps shall consist of a ;I-inch diameter
steel reinforcing rod covered by a corrosion resistant rubber or copolymer
polypropylene plastic. The minimum tread width shall be 12-inches. The steps shall
incorporate traction cleats and foot guide lugs. Rubber or plastic covered steel
steps shall be as manufactured by Delta Pipe Products Co., M. A. Industries, Inc.,
or equal. All manhole steps shall comply with the requirements of OSHA.
(j) Manholes for sewers 48-inches in diameter and larger shall be con-
structed on reinforced concrete bases factory cast on the barrel of a joint of
pipe. The design of these manhole bases shall be reviewed by the Engineer.
Manhole barrels to be constructed on precast bases shall be precast concrete.
Where factory cast reinforced concrete bases are used on sewers at points of
alignment change, factory made bends shall be installed downstream from the manhole
bases.
(k) Drawings and descriptive data on manholes, rubber gaskets, joint seal-
ant, flexible manhole sleeves, frames and covers, and manhole steps shall be
submitted to the Engineer for review prior to their manufacture.
3.17 Work Progress and Cleaning Up
(a) The project site shall be cleaned up in accordance with the requirements
of Paragraph 4.5 of the General Conditions, as the work progresses. Site clean up
shall not lag pipe laying more than 1,000 feet. Site clearing and grubbing shall
be limited to 3,000 feet ahead of pipe laying. Pipe trenches shall not be
excavated more than 300 feet in advance of laving pipe, as required in Paragraph
1.05(f) of these specifications.
3.18 Special Conditions
(a) Where the work requires special stream or railroad crossings or any
other extraordinary conditions, or where alternate types of construction are used
that are not covered by these specifications, the materials, and construction
methods shall be as shown on the plans or specified in the Special Conditions.
3.19 Determination of Pav Ouantities
(a) The quantities of the various types and class of work for which unit
prices are included in the Proposal that have been installed by the Contractor and
accepted by the Engineer will be measured for payment in the following manner:
Tvpe of Work Unit Method of :-!easurement
Vitrified Clav, Lin. Ft. Horizontal :ar?th ir. ola - :neas,.red alone,
Concrete, and each size, center lire ;.rite no deductic .or manholes, PVC:
Sewers type, and wyes, and tees.
depth of Depth measured from original ground surface
cut to invert.
Ductile Iron Sewers Lin. Ft. Horizontal length in place :reasured along
each size center no deduc`_,.. -'or manholes,
and depth and fi"._:,.?s. Depth measurer' from original

of cut, ground surface to invert.
Standard Manholes Each Actual number installed.
Drop Manholes Each Each manhole installed with drop connection.
Wyes and Tees Each Actual number installed.
Connecting Risers Lin. Ft. Length in place measured along center line.
each size,
and type.
House Sewers Lin. Ft., Horizontal length in place.
each size
and type.
Pipe Foundation Cu. Yd. Computed from field measurements in loca-
Material tions authorized by Engineer.
(b) All measurements shall be made to the nearest one-tenth foot.
(c) The following types of work will be considered incidental to the sewer
construction and no specific payment will be allowed therefor:
Earth excavation, including preparation of site, sheeting, shoring, and
bracing, backfilling, disposal of surplus materials, and the maintenance of the
work during construction.
Rock excavation when no specific unit price is included in the Proposal for
"Rock Excavation - Trench or Structural".
Pipe embedment materials.
Deflection tests, infiltration measurements, and air testing of gravity
sewers, and hydrostatic testing of pressure sewer pipe.
Connections to existing work.
House sewer marker posts.
3.20 Payment
(a) On lump sum contracts no separate payment will be made for any item in
sanitary sewer construction unless specific bid items and bid prices are included
in the Proposal.
(b) On unit price contracts payment will be made by the Owner to the Con-
tractor for the quantities determined in the manner specified above at the contract
unit prices for the various types of work for which prices are included in the
Proposal. These amounts, so paid shall be compensation in full for furnishing all
materials, supplies, and equipment, and performing all labor and services necessary
for constructing all of the work complete and ready for operation as shown on the
plans and specified herein.
STD-SAN.SEW
Revised 6/11/91
ITEM IV WASTEWATER TREATMENT PLANT/PUMPING STATION PIPING
4.01 Scone
(a) The work included in this item shall consist of furnishing and in-
stalling all water and air piping, all valves and valve boxes, all sewers and
drains, and the appurtenances incidental thereto as shown on the plans and as
specified herein.
(b) This item shall include all ductile iron pipe and fittings, steel, and
copper pipe and fittings, valves and gates of all types, valve boxes, floor
stands, hydrants, pipe supports, sewers, drains, manholes, and inlets located at
the wastewater treatment plant/pumping station within the limits shown on the
plans.
(c) The work shall include making the necessary connections to other
piping, hydrostatic testing, chlorination, painting of pipes and other miscel-
laneous items.
(d) The work shall include all necessary excavation and backfill as speci-
fied under Item I. No specific payment will be allowed for excavation for in-
stalling piping unless a specific bid item and bid price for "Rock Excavation -
Trench" is included in the proposal.
(e) Plumbing for buildings shall conform to the requirements of Item X.
(f) Hose and plastic pipe used to convey chemical solutions shall conform
to the requirements of Item IX.
4.02 General
(a) All pipe, fittings, valves and other materials shall be new and unused
when delivered to the work and shall be suitable for installation and operation
under the conditions for which they are to be used.
(b) All sewer pipe, water pipe, and all fittings shall be suitably marked
at their places of manufacture to show their class or strength.
(c) Detailed erection drawings for all ductile iron pipe installations
shall be submitted to the Engineer for review before such materials are fabri-
cated o: delivered to the work. However, review of such drawings shall not
relieve the Contractor of the responsibility for the correctness of all dimen-
sions and for the correct fittings of all parts of the work.
(d) All ductile iron, vitrified clay, anal concrete pipe and fittings, and
valves shall be tested and inspected at their places of manufacture by their
manufacturers. Manufacturer's compliance certification reports, in duplicate,
shall be sent to the Engineer prior to the use of the pipe, fittings, and valves
in the work.
(e) Any pipe or other materials which have been broken, cracked or other-
wise damaged before or after delivery to the site of the work, or which have
failed to meet the required tests, shall be removed from the site of the work and
shall not be used therein.
4.03 Pipe Materials
a) In general, metal pipe smaller -han 3-inches in diameter shall be
galvanized steel and metal pipe 3-inches in diameter and larzer shall be ductile
_ror.. In general, ductile iron pipe for ,inderzround work have "push-on"
pints or mechanical joints and ductile iror. pipe _`or e:,:pose;- work shall have
flanged ends. Unless otherwise shown on the plans, ductile iron pipe for under-
ground work shall have "push-on" joints. Fittings for "push-on" joint and
mechanical joint ductile iron pipe shall be ductile iron. Fittings for flanged
ductile iron pipe shall be of ductile iron. The type pipe required at various
locations will be shown on the plans.
b) Ductile iron pipe with "push-or." -oints or mec an-cal joints shall
'onform to the -equrrements )_ :_VSI/AWW=. --ec_`_cat_oc; __.:_. The pine
shall be designed for a minimum rated water working pressure of 350 PSI in sizes
18-inches and smaller, 300 PSI in 20-inch size, 250 PSI in 24-inch size, and 200
PSI in sizes larger than 24-inches; laying Condition Type 2; and a minimum cover
of 5-feet. Where the cover exceeds 5-feet, the pipe shall be designed for the
actual cover installed. "Push-on" joints and mechanical joints shall conform to
the requirements of ANSI/AWWA Specification C111/A21.11.
(c) Ductile iron fittings for ductile iron pipe with "push-on" joints
shall conform to the requirements of ANSI/AWWA Specification C110/A21.10, Class
350 in sizes 24-inches and smaller, and Class 250 in sizes larger than 24-inches.
Joints shall be mechanical joints conforming to the requirements of ANSI/AWWA
Specification C111/A21.11.
(d) Ductile iron pipe with flanged joints shall conform to the require-
ments of ANSI/AWWA Specification C115/A21.15 and shall be suitable for a minimum
working, pressure of 250 PSI. Flanges shall conform to the requirements of
ANSI/AWWA Specification C115/A21.15.
(e) Fittings for flanged ductile iron pipe shall be of ductile iron.
Flanged fittings shall conform to the requirements of ANSI/AWWA Specification
C110/ A21.10 and shall be suitable for a water working pressure of 250 PSI.
Flanges shall conform to the requirements of ANSI/AWWA Specification C110/A21.10.
(f) All ductile iron pipe and ductile iron fittings excei)t such pipe and
fittings used for air piping, shall have a cement-mortar lining of standard
thickness conforming to the requirements of ANSI/AWWA Specification C104/A21.4.
Ductile iron pipe and fittings used for air piping shall be unlined.
(g) All ductile iron pipe and ductile iron fittings which are to be
painted shall be shop coated or field coated in accordance with Item VIII of
these specifications. All other ductile iron pipe and cast and ductile iron
fittings shall be given a bituminous coating.
(h) Glass lined ductile iron Dipe shall be used for sludge and scum lines
where shown on the plans and shall consist of ductile iron pipe and fittings
conforming to Paragraph 4.03(-e) and (g) of these specifications, with a glassed
coating fused to the inside metal base by placing the entire pipe or fitting into
a furnace at the appropriate maturing temperature above 1,40007. Pipe and fit-
tings shall be held at this temperature for a period of time s•`'icient to devel-
op a smooth vitreous lining. The glass shall be especiall,: formulated with bond
promoting constituents so that the high temperature will de-:elop a strong bond
between, the glass and metal. This bond shall be sufficient -„ ermit a strain in
the metal of 0.001 in./in. (the yield point of carbon steel^ ithout damage to
the glass. The glass coating shall average at least 0.008 inches in thickness
and shall have a hardness of approximately 400 on the Knoop scale or 5.5 on the
Mohs scale. It shall be resistant to corrosion between pH3 and pH10 at 1250F.
It shall withstand an instantaneous thermal shock of 300°F differential. The
glass lining shall be in accordance with the manufacturer's standard tolerances
for sewage sludge, continuity, and glass. Lining shall not contain pinholes,
crazing, or fishscales which expose the pipe metal. Glass lined pipe shall be
SG-14, as manufactured by Handler Permutit, Inc., Paramus, New Jersey or compa-
rable glass lining as manufactured by Vitco Corporation, Waterford, PA, or equal.
(i) Steel pipe conveying liquids shall have screwed joints and shall be
standard strength unless otherwise shown on the plans. Steel .ipe shall be hot-
dipped Kalvanized and shall conform to the requirements of ASY Specification
A129. 7ittings for steel pipe shall be banded standard screw-?,-. _--ings made of
malleable iron or cast steel. and shall be galvanized. F;,-_ s7.all be suitable
for 150 PSI pressure unless otherwise shown on the plans
(j) Steel DiDe convevinz bulk lime shall conform to the requirements of
ASA Specification B36.10, Schedule 40. Joints shall be welded or shall be
flanged when shown on the plans. Flanges shall be forged steel, 150 pound
welding neck type conforming to the requirements of ASA Specification B16.5.
Fittings shall be standard weight butt-welded type conforming -_ -he requirements
?f ASA Specification B16.9. Elbows shall be lonZ radius -vpe
(k) Copper tubing shall be Type K and shall comply with Federal Specifi-
cation WW-T-799.
(1) Plastic pipe shall be high impact rigid plastic pipe, Schedule 80
Koro-seal with screwed type fittings except where flanges are shown, or compara-
ble pipe as manufactured by Tube Turns Plastic, Inc., or Dow Chemical Co.
(m) Sanitary Sewers shall be Service Weight cast iron soil pipe conforming
to CISPI Specification HS. Joints shall be stainless steel coupling type.
(n) Sewers 15-inches in size and smaller shall be vitrified clay sewer
pipe. Sewers 18-inches, 21-inches, and 24-inches in size shall be vitrified clay
or reinforced concrete sewer pipe. Sewers larger than 24-inches shall be rein-
forced concrete sewer pipe. Vitrified clay sewer pipe shall be "extra strength"
and shall conform to the requirements of ASTM Specification C 700. Pipe 12-
inches in size and smaller shall have plain ends and shall be joined by plastic
sleeve couplings or shall have bell and spigot ends joined with rubber ring
gaskets. Pipe 15-inches in size and larger shall have bell and spigot ends
joined with rubber ring gaskets or factory applied resilient joint material. All
jointing material shall comply with the requirements of ASTM Specification C 425.
Reinforced concrete sewer pipe shall comply with ASTM Specification C 76, Class
IV, unless a higher class is shown on the plans. Joints shall comply with the
requirements of AWWA Specification C 302, using rubber "0-ring" gaskets.
(o) Drain tile shall comply with ASTM Standard Specification C 4.
(p) Culvert and surface drainage nine shall be reinforced concrete pipe
and shall comply with ASTM Standard Specification C 76, Class III for reinforced
concrete sewer pipe unless a higher class is shown on the plans. Joints shall be
rubber "0-ring" gasket joints complying with AWWA Specification C 302.
(q) Alternate types of pipe, fittings, and joints, when accepted or re-
quired, shall be as specified in the Special Conditions.
(r) Pipe supports and hangers shall be provided for all exposed pipe as
shown on the plans or designated by the Engineer. Sufficient supports or hangers
of the proper type and size, spaced not more than 12-feet apart along any line of
the pipe, shall be furnished and installed to provide a rigid installation true
to line and grade. Supports and hangers shall be of the size and type shown on
the plans and shall be as manufactured by the Grinnell Co., `BPS Industries, or
equal.
) Exposed outside piping shall be insulated to preve---t freezing where
specifically shown on the plans. Insulating materials shall one-inch thick
Armafle:t 22 sheet flexible foam plastic with closed cellular s_ructure as man,,:-
factured by Armstrong Industry Products Division, Armstrong Cora; Co., or approved
equal. Sheets shall be fastened to pipe with adhesive and galvanized steel
bands. After installation, the insulation shall be coated with Armstrong
Armaflex Finish (vinyl lacquer coating), or equal.
4.04 :oints and Joint Materials
a) Flanged joints on ductile iron pipe shall be joined with nuts and
bolts conforming to the chemical and mechanical requirements of ASTM Specifi-
cation A 307, Grade B, 60,000 PSI tensile strength. Bolts and nuts shall be
hexagonal. Bolts and nuts shall be threaded in accordance wit:: American National
Standard 51... unified Inch Screw Threads (UN and UNR Thread Form), Class 2A
,:rand Mass 2B internal. Gaskets _or flanged joins water and sewazz?
s s::ai_ 'oe full face of first qualred rubber, 1/8--nc'-. hick.
Flexible tvne couplings on ductile iron pipe shall :)e mechanical join-_
sleeves, long pattern, which comply with the requirements of ANSI/AWWA Specifica-
tion C110/A21.10; Dresser Coupling, Style 38, as manufactured by Dresser Indus-
tries, Bradford, Pa.; or approved equal. Couplings shall be of the proper diame-
ter to fit the outside diameter of the pipes on which they are used.
°1sh-on" points on ductile iron pipe shall be as specified in Para
ra ': `aereinbefore
(d) Mechanical joints on ductile iron fittings shall be as specified in
Paragraph 4.03(c) hereinbefore.
(e) Gaskets for ductile iron pipe with mechanical joints and flanged
joints used for air lines shall be suitable for an operating temperature of at
least 250°F.
(f) Grooved and shouldered type couplings for ductile iron pipe shall be
fabricated in two or more segments of malleable or ductile iron. Gaskets shall
be of molded synthetic rubber. Bolts shall be oval neck track type. Grooved
type coupling shall be used on ductile iron pipe 24-inches in size and smaller
and shouldered type couplings shall be used on ductile iron pipe 30-inches in
size and larger. Pipe grooves shall be the flexible radius type unless the rigid
radius type is shown on the plans. Grooved type couplings shall be suitable for
a working water pressure of 150 PSI, minimum. Shouldered type couplings shall be
suitable for a working water pressure of 175 PSI, minimum. Grooved and
shouldered type couplings shall conform to the requirements of ANSI/AWWA C606.
(g) Sanitary sewer pipe joints shall be as specified in Paragraph 4.03(m)
hereinbefore.
(h) Sewer pine joints shall be as specified in Paragraph 4.03(n) herein-
before.
(i) Culvert and surface drainage pipe joints shall be as specified in
Paragraph 4.03(p) hereinbefore.
4.05 Wall Pipe Seals
(a) Wall pipe seals shall form carrier pipe to wall pipe closures and
shall be Link-Seals as manufactured by the Thunderline Corporation, Wayne,
Michigan, or equal.
(b) Seals shall be modular mechanical type consisting of interlocking
synthetic rubber links shaped to continuously fill the annular space between the
carrier pipe and the wall pipe. Links shall be loosely assembled with bolts to
form a continuous rubber belt around the pipe with a pressure plate under each
bolt head and nut. After the seal assembly is positioned in the wall pipe,
tightening of the bolts shall cause the rubber sealing elements to expand and
provide a water-tight seal between the carrier pipe and the wall pipe.
(c) Pressure plates shall be made of Delrin plastic, infection molded for
high physical properties, dielectric strength, and non-cold creep characteris-
tics. The bolts, nuts, and metal parts shall be made of low carbon steel, zinc
phosphate coated, to resist normal corrosion. The sealing element shall be made
of EPDM synthetic rubber.
(d) Wall pipe seals shall be installed in accordance with the manufac-
turer's recommendations.
4.06 Rubber Expansion Joints
(a) Rubber expansion joints shall be of the spool type, concentric or
eccentric as shown on the plans, and shall be constructed of high grade neoprene
compound combined with plies of sturdy cotton duck. Bodies shall be reinforced
with steel rings. Arches shall be filled with soft rubber. Flanges shall be
drilled in accordance with ANSI/AWWA Specification C115/21.15, and shall be
provided with galvanized steel retaining rings. --ontrol units designed for the
working pressure of the Joints shall limit :he horizontal mo•;ement of the expan-
sion joints.
(b) Rubber expansion joints shall be suitable for at least 125 PSI working
pressure in 12-inch sizes and smaller and for at least 90 PSI working pressure in
sizes 14-inch through 36-inch. They shall be as manufactured by Garlock Packing
Co., Uniroyal Industrial Products, Murcer Rubber Co., General Rubber Corp., or
equal.
R

4.07 Gate Valves
(a) Gate valves 3-inches in size and larger shall be the double disc type
which conform to the requirements of ANSI/AWWA Specification C500 or the single
disc or gate resilient seat type which conform with the requirements of ANSI/AWWA
Specification C509, except as such specifications are modified herein.
(b) Double disc type gate valves shall have parallel seats, cast iron or
bronze discs or gates, bronze gate and seat rings, and shall be suitable for 200
PSI working water pressure in sizes 12-inches and smaller and 150 PSI working
water pressure in sizes larger than 12-inches.
(c) Single disc or gate resilient seat type gate valves shall have cast
iron gates with vulcanized synthetic rubber coating or rubber seats mechanically
retained on the gates and shall be suitable for 200 PSI working water pressure in
all sizes. Valve interior and exterior surfaces shall be epoxy coated in accor-
dance with the requirements of ANSI/AWWA Specification C550.
(d) All gate valves shall be iron body, inside-screw type with non-rising
stems. Stems shall be sealed with two 110" ring seals. All gate valves shall be
as manufactured by American-Darling Valves, Mueller Co., M & H Valves and Fit-
tings Co., U. S. Pipe and Foundry Co., or approved equal.
(e) Gate valves shall be of the nominal diameters called for on the plans
and, when opened, shall afford an unobstructed waterway of equal to or greater
than the full nominal inside diameter.
(f) In general, all gate valves 3-inches in diameter or larger installed
on underground pipelines shall have mechanical joints and all gate valves
3-inches in diameter or larger installed inside buildings or structures shall
have flanged ends, as shown on the plans. All valves 2-1/2-inches in diameter,
or smaller, shall have screwed ends unless otherwise shown on the plans. Gate
valves shall be either motor operated, hydraulically operated, or hand operated
as shown on the plans.
(g) Valves and operating mechanisms shall be of the proper size and dimen-
sions to fit the pipe connections thereto and shall be installed in the position
and within the space shown on the plans. All necessary guides and supports for
late valve stems shall be furnished and installed where re wired. Suitable
extension stems or operating keys of an approved design shall be furnished to
7roperly operate all valves installed with valve boxes. Two ..e,?s shall be fur-
n'-shed. The cost of all guides, supports, extension stems, oerating keys and
a;i other similar accessory items shall be included in the pr--':es of the valves,
and no separate payment will be allowed therefor.
(h) Mechanical joint ends shall be of the dimensions an-t design suited to
receive the spigot ends of ductile iron pipe used in the work as designated else-
where in these specifications. Where flanged ends are called for in the plans
the flanges shall be dimensioned, faced and drilled to ANSI/':,WA Specification
C115/A21.15.
(i) Gate valve stems shall be designed to turn left, or counterclockwise,
to open the valve and hand-operated valves shall have cas: thereon an arrow
indicating the direction of opening. Hand-operated valves shall be equipped
either with operating nuts, hand wheels, or manual floor star.-s, as shown on the
plans. Gate valves larger than 12-inch installed undergrounc shall be the bev-
e_ed gear type with enclosed gear boxes. Gate •:alves instal:-: in vaults, shall
le Df the type shown on the plans.
iI All- gate valves installed underground shal_ be ec_?:^ted with standar
iron valve boxes unless otherwise shown on the plans. Nnere valves are
sho,,n to be of smaller diameter than the connecting piping the two reducers
required shall be included as fittings.
(k) The Contractor shall submit to the Engineer complete catalog informa-
tion, showing principal dimensions, weights, specifications and operating data
f_;r .t:1 %:._ilves which he proposes to furnish.

4.08 Plug Valves
(a) Plug valves shall be non-lubricated, eccentric plug type as manufac-
tured by the DeZurik Corporation, Drum-Owen Valve Co. (Homestead Valves), or
equal.
(b) Plug valves shall have bodies of cast iron or semi-steel; plugs coated
with Neoprene, EPT, or natural rubber; body seating surfaces of nickel' heavy
duty bearings of stainless steel; and stem seals of the packing gland type or
"U"-spring with rubber 11011-ring type. Port area shall be at least 80% of full
pipe area in valve sizes 20-inches and smaller and at least 70% of full pipe area
in valve sizes 24 and larger.
(c) Plug valves shall be suitable for non-shock water working pressures of
175 PSI in sizes 12-inches and smaller and 150 PSI in sizes 14 to 36-inches. The
valves shall provide drip-tight shutoff up to the full pressure rating or the
valves in either direction.
(d) End connections shall be flanged or mechanical joint as shown in the
plans. In general, valves installed underground shall have mechanical joints and
exposed valves shall be flanged. Flanged connections shall conform to the re-
quirements of ANSI/AWWA Specification C115/A21.15. Mechanical joint connections
shall conform to the requirements of ANSI/AWWA Specification C111/A21.11.
(e) Operating means shall be by wrench or by worm-gear operator. Unless
otherwise shown on the plans, valves 6-inches in size and smaller shall be lever
operated and valves 8-inches in size and larger shall be worm-gear operated.
Worm-gear operators shall be enclosed and of semi-steel construction. Exposed
nuts, bolts, and washers on worm-gear operators shall be zinc plated. Valves nd
operators for underground service shall be sealed to prevent moisture entrance to
valve and operator parts. Valves installed underground shall be provided with
extension stems and cast iron valve boxes. A sufficient number of standard
levers and tee wrenches shall be furnished so that valves in each location are
provided with at least one lever or tee wrench, as applicable.
4.09 Plastic Ball Valves
(a) Plastic ball valves shall be the true union type constructed of poly-
vinyl chloride. All parts of the valves shall be suitable for handling polymers.
The valves shall be designed for an operating pressure of at ':east 110 PSI at a
temperature of 1200F. Plastic ball valves shall be as manufactured by Celanese
Piping System, Hayward Manufacturing Company, Inc., or equal.
4.10 Small Gate Valves
(a) Gate valves smaller than 3-inches in size all bronze of the solid
wedge disc, rising stem type and shall conform to the requirements of MSS SP-80,
Class 200.
(b) Small gate valves shall be installed with all pipe connections and
fittings necessary to serve the purpose intended.
4.11 Butterflv Valves
a) Butterfly valves shall be tight closing, stainiess steel to rubbe-
_.pe seal achieved b%• rubber seats which are bonder _, or mechanical!-
in the valve body, or rubber seats which are retained. or. the disc wit'n
an 18-8 stainless steel clamp ring and stainless steel bolting. Valves shall be
bubble-tight at rated pressures with flow in either direction, and shall be
satisfactory for application involving rate-of-flow control, throttling service
and/or frequent operation and for application involving valve operation after
long periods of inactivity. Valve discs shall rotate 90 degrees from the full
pan :)osition to the tight shut position. Butterfly valves s'.-.all meet the ful_
_rquirements of AWTA Specification C504, Class 150B. Bucte:-_i.• valves shall b-
R , -
as manufactured by the Henry Pratt Co., Mueller Co., American-Darling Valve, or
equal.
(b) Valve bodies shall be constructed of cast iron ASTM A126, and shall
have integrally cast mechanical joint ends or flanged ends. Unless otherwise
shown on the plans, butterfly valves installed underground shall have mechanical
joint ends and exposed valves shall have flanged ends. Mechanical joints shall
conform to the requirements of ANSI/AWWA Specification Cll/A21.11. Flanged
joints shall conform to the requirements of ANSI/AWWA Specification C110/A21.15.
Two trunnions for shaft bearings shall be integral with each valve body. Where
the rubber seat is mounted on the vane, the valve body shall be fitted with a 360
degree stainless steel seat offset from the shaft, mechanically retained.
(c) Valve discs shall be constructed either of alloy cast iron ASTM A436,
Type 1 (NiResist) or of ductile iron ASTM A536 Grade 65-45-12. Where the rubber
seat is mounted in the body, the mating edge of the disc shall be 18-8 stainless
steel, Type 304 or Type 316.
(d) Valve shafts shall be turned, ground, and polished. Shafts shall be
constructed of 18-8 Type 304 stainless steel and shall be either a one piece unit
extending full size through the valve disc and valve bearing, or may be the stub
shaft design where solid ductile iron disc is used.
(e) Valve seats shall be of natural rubber or synthetic rubber compound.
Seats may be installed on the valve disc or valve body. Seats installed in valve
bodies in valve sizes 20-inches and smaller may be vulcanized to the body or
mechanically retained. Seats in valve bodies in valve sizes 24-inches and larger
shall be mechanically retained. Seats installed on the valve disc shall be
mechanically retained. Seats vulcanized to the valve body shall be simultaneous-
ly molded in, vulcanized, and bonded to the valve body and seat bond shall with-
stand a 75-pound pull under test procedure ASTM D429, Method B. Valve seats
which are mechanically retained shall be field adjustable and replaceable without
dismounting the valve disc or shaft and without removing the valve from the line.
Retaining segments and adjusting devices shall be of corrosion resistant materi-
als and shall be capable of a 1/8-inch adjustment.
(f) Valve bearings shall be of the sleeve type which are corrosion resis-
tant and self lubricating. Bearings load shall not exceed 1/5 that of the com-
pressive strength of the bearin5 or shaft material and shall not exceed 2,500
PSI.
(g) Valve interior surfaces, except seating surfaces shall be evenl•:
coated with a suitable primer to inhibit rust or a black asphalt varnish.
(h) Hydrostatic and leakage tests shall be conducted on butterfly valves
in accordance with ANNSI/AWWA Specification C504, Section 12.
(i) Valve operators shall be manual, hydraulic cylinder, or electric type
as shown on the plans and as specified herein. Extension stems and bonnets and
support brackets shall be provided where shown on the plans.
(j) The valve manufacturer shall provide to the Engineer an "Affidavit of
Compliance" in accordance with Section 17 of A.`iSI/AWWA Specification C504 and
certified copies of "Proof-of-Design Tests" in accordance with Section 12.4 of
AWWA Specification C504.
4,12 Manual Operators for Butterflv Valves
a Manual operators for tterfi salves shall be to _ enclosed worm-
gear or -ra eii^.? r.ut morn-gear and ,,raveling nut ; a o::?-rators sha.._
conform --o the requirements of ANSI/AW, A Specification C504. Manual operator,
shall be designed to hold the valve in any intermediate position without creeping
or fluttering. Valves shall close in a clockwise rotation of the handwheel.
Units for underground service shall be fully gasketed, grease packed, watertight,
and shall be provided with extension stem and operating nut, cast iron valve box,
in?l tee wrench operator.

4.13 Ball Valves
(a) Ball valves shall consist of a body assembly, a rotating closing
element assembly, and a manual operator. With the valves in the full open posi-
tion, the opening through the valve shall be equal to the nominal diameter of the
connecting pipeline. Valves shall be of the double seat type permitting the
bottle-tight shut-off of flow from either direction. Ball valves shall be suit-
able for 150 PSI or 250 PSI working pressure, as shown on the plans. Where not
specifically shown on the plans, ball valves shall be designed for a working
pressure of not less than 150 PSI.
(b) Each body assembly shall be cast iron conforming to ASTM Specification
A126, Class B, and shall have flanges drilled in accordance with ANSI/AWWA Speci-
fication C115/A21.15 for 150 PSI or 250 PSI valves. Body seating surfaces shall
be stainless steel machined to a fine finish to provide an accurate seating
surface for the rotor seat ring. Shaft bearings shall be an integral part of the
body assembly and shall be sintered bronze impregnated with silicone for perma-
nent lubrication. Maximum bearings pressure under a 150 or 250 PSI differential
shall not exceed 200 PSI. The valve shaft seal shall be a cartridge type utili-
zing "0-rings" to provide the seal. A thrust bearing assembly shall be provided
at the bottom of the body assembly. Thrust bearing shall be adjustable.
(c) Each rotating element assembly shall consist of the rotor, shafts, and
rubber seat rings with retainers. The rotor shall be spherical of one piece
construction. It shall be cast iron ASTM A48-48 Class 40. Water flow shall be
through a straight passage equal in diameter to nominal size. The rubber seat
rings shall be Hycar rubber and shall be retained by a removable and adjustable
stainless steel retaining ring attached to the rotor casting with stainless steel
cap screws. The valve shafts shall be turned, ground and polished 18-8, Type 304
stainless steel.
(d) Operators shall be of the manual spur-gear or traveling nut type,
fully enclosed, and shall comply with ANSI/AWWA Specification C507. Manual
operators shall be designed to hold the valve in any intermediate position be-
tween fully open and fully closed without creeping or fluttering. The handwheel
shall require a pull of not greater than 80 pounds to open or close the valve.
(e) Ball valves shall be factory tested in an open position at a pressure
of 300 PSI for a period of not less than 30 minutes without leakage and in a
closed position at a pressure of 225 PSI for a period of not less than 20 minutes
without leakage. Valves shall also be cycled a sufficient number of times to
demonstrate proper operation of all parts. Evidence of such successful tests
shall be furnished the Engineer for each valve.
(f) Ball valves and accessories shall comply with AWWA Specification C507
and shall be as manufactured by the Henry Pratt Company or equal.
4.14 Ball Valves for Check and Stop Service
(a) Ball valves for check and stop service shall consist of a ball valve
with a cylinder operator together with all necessary appurtenances. The ball
valve shall comply with Paragraph 4.13 (a, b, c, e, and f) of these specifica-
tions.
b) Each valve shall be operated by a hydraulic cylinder which complies
with Paragraph 4.15 of these specifications. Each cylinder s:-.all be furnished
with the necessar,ti accessories and controls required to automat:-ally: i1) slow1
open ball valve after the pump motor has started; (?) slowly close the ball valve
and stop pump motor after valve has reached some predetermined partially closed
position (adjustable between 75-95% of full closure); and provide independent
adjustment at the valve proper of normal opening and closing rates. Opening and
closing rates shall be adjustable over a range of 0 to 10 minutes. Cylinders
shall be sized to operate valves against the total shut-off head of pump on which
the:: are installed.
c) :he connecting piping from the pilo` control. '_%es to operating,
M

cylinders, limit switches, pressure switches, and other appurtenances shall be
supplied as part of the valves. All control appurtenances shall be mounted on
the valve or operating cylinder. The operating mechanisms shall include a manual
override handwheel to operate the valve manually in case of operator supply pres-
sure failure.
(d) Accessories for ball valves for check and stop service shall be as
manufactured by the Henry Pratt Company or equal.
4.15 Hydraulic Cylinder Operators for Ball Valves
(a) Hydraulic cylinder operators for ball valves shall be furnished and
installed, complete with all associated controls, where shown on the plans or
specified herein. Cylinders shall be of metallic or non-metallic construction.
(b) In metallic cylinders, the cylinder body shall be constructed of hard
drawn copper base alloy; the piston of chrome plated steel; head and cap, of
steel; piston rod, of chrome plated stainless steel; and rod wipers, rod seals,
and piston cups of teflon. In non-metallic cylinders, the cylinder body shall be
constructed of glass fiber reinforced epoxy resin with low-friction additives
emulsified throughout; piston of non-metallic material designed with enlarged
bearing area; rod gland of acetal copolymer; head and cap of phenolic laminate;
piston rod of ground and polished steel, hard chrome plated; tie rods of high
tensile cold rolled steel; seals of Buna N molded rubber; external rod wipers of
Buna N molded rubber and internal rod wipers of such material which will remove
any water deposited material from the rod. Cylinders shall be provided with an
internal cushioning chamber at both ends of the stroke to prevent slamming of the
piston.
(c) Hydraulic cylinders shall be capable of operating valves on which they
are mounted under a supplied water pressure of 50 PSI, but shall be suitable for
a maximum water pressure of 150 PSI or 250 PSI, as applicable.
(d) Open ends of cylinder piping shall have 1/2-inch combination flow
control and stop valves attached prior to field installation. These valves shall
regulate valve operation timing and also isolate the valve for removal or mainte-
nance.
?e) Water piping to hydraulic cylinder operators shall be 3/4-inch Type K
copper tubing with soldered connections. Unions shall be provided in the piping
at each operator.
4.16 Sluice Gates
(a) Sluice gates shall be of the sizes and shapes shown on the plans. The
gates shall be the product of a manufacturer regularly engaged in such work.
Gates and accessories shall be as manufactured by the Rodney Hunt Company,
Coldwell-Wilcox, Co., or equal.
(b) Sluice gates shall comply with the requirements of VNSI/AWWA Specifi-
cation. C501, except as such specifications are herein modified.
(c) Gate frames, discs, and guides shall be of cast iron. Wedges and seat
facings shall be of bronze. Stems and stem coupling shall be of bronze or stain-
less steel. Stem guides shall be adjustable in two directions and shall be
space' at intervals to adequately support the stem, such spacing not to exceed..
0 `e t. Miscellaneous small metal parts, including bolts an nuts and anchor-
bolts shall be of bronze or stainless steel. :anchor oc:ts shall be the
hook,'-end type,
(d) Where gates with flush-bottom seals are required by the plans, such
gates shall be equipped with compressible resilient seals attached to the bottom
of the disc or on a cast iron bracket at the bottom of the frame. These seals
shall be held in place with cast iron, bronze, or stainless steel bars and bronze
or stainless steel bolts, nuts, and hardware.
eN Frames shall be the flat type designed for mountinz on concrete walls
-.t;i _, "tor bolts the concrete.
M All sluice gates shall be the rising stem type.
(g) Sluice gates shall be designed for the seating and/or unseating heads
shown on the plans.
(h) Operators for sluice gates shall be manual, of the type shown on the
plans.
(i) Anchor bolts for sluice gates shall be cast in the concrete and shall
be accurately positioned by the use of suitable templates and secured during the
placement of concrete. Gates shall not be mounted until concrete has thoroughly
hardened and until authorized by the Engineer. Gates shall be mounted on the
anchor bolts in the correct position and then a 1-inch layer of grout placed be-
tween the frame and concrete wall. Anchor bolts shall be tightened after grout
has dried. Care shall be exercised during installation to prevent springing the
frame. Sluice gates shall be completely assembled, with the disc wedged lightly
into its seat while being installed.
(J) The Engineer may perform field leakage tests on all sluice gates in
accordance with the provisions of ANSI/AWWA Specification C501. Leakage through
sluice gates shall not exceed that specified in AWWA Specification C501.
4.17 Hand Operated Floor Stands and Bench Stands
(a) Hand operated floor stands and bench stands shall be furnished and
installed for valve and gate operation at the locations shown on the plans. Ex-
tension stems and stem guides shall be provided as required. Cast iron wall
brackets shall be installed where shown on the plans. All floor stands and bench
stands shall be of cast iron weatherproof construction. Pipe cover indicators
with open and closed markings shall be provided on all rising stem type floor
stands and bench stands. Lubrication fittings shall be provided. Height shall
be approximately 36-inches from bottom to top of handwheel or centerline of crank
shaft. Maximum required handwheel or crank effort shall not exceed 40 pounds.
(b) Class I floor stands shall be handwheel-operated rising-stem type de-
signed to turn counter-clockwise to open. Handwheels shall have a cast-on-arrow
indicating the direction of opening. The head shall contain a bronze operating
nut mounted in roller or ball bearings with mechanical seals. Class I floor
stands shall be Type S - 2600 or OS-2600 (as sho,.-n on tine plans) as manufactured by
Rodney Hunt Co., comparable floor stands as manufactured by Colwell-Wilcox Co.,
or equal.
(c) Class II floor stands shall be crank-operated rising-stem type and
shall contain a bronze operating nut mounted in roper or ball bearings with
mechanical seals. Class II floor stands shall have an operating ratio of 2 to 1
and shall be Type 5-5002 or OS-5002 (as shown on the plans) as manufactured by
Rodney Hunt Co., comparable floor stands as manufactured by Coldwell-Wilcox Co.,
or equal.
(d) Class III floor stands shall be crank-operated rising-stem type and
shall contain a bronze operating nut mounted in roller or ball bearings with
mechanical seals. Class III floor stands shall have an operating ratio of 4 to 1
and shall be Type 5-5004 or OS-5004 (as shown on the plans) as manufactured by
Rodney Hunt Co., comparable floor stands as manufactured by Coldwell-Wilcox Co.,
or equal.
!e) Class IV floor stands shall be handwheel-operated non-rising stem type
with totally enclosed worm-gears with locking ce-:ice s,i:able butterfly valve
operation. Class _'1 floor stands sha_: uti:-ze ?.a i ma::ua operator as
manufactured by Philadelphia Gear Works, comparable Dperator as manufactured by
EIM, or equal.
(f) Bench-stands shall be handwheel-operated rising-stem type designed to
turn counter-clockwise to open. Handwheels shall have a cast-on-arrow indicating
the direction of opening. The head shall contain a bronze operating nut mounted
in roller or ball bearings with mechanical seals. 3ench stands shall be Type
BS-2600 as manufactured b•- Rodney Hunt :_-o., emparab_a bench. Stands as manufac-
tured Coldwell-Wilcox :,o., or equal.

4.18 Telescoping Valves
(a) Telescoping valves shall be of the rack and pinion type of extra
sturdy construction, designed for a vertical travel of three (3) feet. The
valves shall consist of off-set operating stand assemblies, lifting stems, seam-
less brass tubes, and tube guide collars with Neoprene gaskets. Operating assem-
blies shall be made of cast iron off-set floor stands and steel racks engaging
steel pinions mounted on shafts which are rotated by 12-inch diameter cast iron
handwheels. Locking devices shall hold valves at any desired position. Stain-
less steel strips calibrated in one-half (1/2) inch increments shall indicate
valve position. Lifting stems shall connect racks to the sliding tubes. Sliding
tubes shall be seamless brass tubing having a minimum thickness of 1/8-inch and
diameter to slide inside six (6) inch ductile iron pipes. Telescoping valves
shall be as manufactured by Envirex, Inc., or equal.
4.19 Slide Gates
(a) Slide gates shall be of the embedded frame and guide type, the spigot
frame type with anchor bolts attached, or the flat frame type with anchor bolts,
as shown on the plans.
(b) The sliding disc as well as guides shall be of structural grade alumi-
num alloy. The disc shall have a minimum thickness of k-inch and shall be re-
inforced with structural members as required by the operating head condition.
Guides shall have disc openings of 3/8-inch.
(c) Where handwheel operation is required, frames shall be of structural
grade aluminum and stems and connectors shall be stainless steel. Operators
shall be handwheel operated bench stands for rising stems. Bench stands shall
conform to the requirements of Paragraph 4.16 (f) of these specifications.
(d) Where shown on the plans, gate discs shall have a resilient seal
mounted on the lower edge for flush-bottom closure.
(e) Detailed shop drawings of slide gates shall be submitted for review by
the Engineer prior to their fabrication.
(f) Slide gates shall be as manufactured by the Rodney Hunt Machine Co.,
Washington Aluminum Co., Thompson Fabricating Co., or equal.
4.20 :iaphragm Valves
(a) Diaphragm valves shall be of the Saunders patent type having bodies
constructed of rigid Koroseal or rigid unplasticized polyvinyl chloride and
diaphragms of resilient reinforced Neoprene or Teflon. Diaphragm valves shall be
the angle pattern when specifically required by the plans.
(b) Diaphragm valves shall have screwed or flanged connections as shown on
the plans. Flanges shall be drilled to the requirements of ANSI/AWWA Specifi-
cation C115/21.15.
(c) Diaphragm valves shall be suitable for a minimum working water pres-
sure of 125 PSI.
d) Diaphragm valves shall be as manufactured by B. F. Goodrich Co.; Tube
Turns Plastics, Inc.; Grinnel Co.; or equal.
?ressure Reducing Valves Three Inches (3") in Si_2e and 'arzer
?a) Pressure reducing valves 3" in size and larger shall be the single
seated, diaphragm actuated, globe type with reducing pilot control system.
(b) Valve bodies shall be of cast iron construction, main valve trim of
bronze, pilot controls of bronze, and pilot control trim of stainless steel.
Connections shall be flanged. The downstream pressure range shall be adjustable
from 3,: co 110 PSI.
-) Pressure reducing valves shall be C'_ass or Class 250, as shown.
-he. ,'ans where not specifically shown on the plans, pressure reducing valve
shall be Class 125. Flanges for Class 125 and Class 250 valves shall be drilled
to the requirements of ANSI/AWWA Specification C110/21.15.
(d) Pressure reducing valves shall be Model 90B in 3-inch size and Model
90 in sizes larger than 3-inches, as manufactured by the Cla-Val Co., or com-
parable valves as manufactured by Golden-Anderson Valve Specialty Co., Ross Valve
Mfg. Co., or equal.
4.22 Pressure Reducing Valves Two and One Half Inches (24") in Size & Smaller.
(a) Pressure reducing valves 24" in size and smaller shall be Mueller
Company H-9310 Series with galvanized iron strainer, or equal. Valve bodies
shall be cast bronze or galvanized iron. Connections shall be screwed. Outlet
pressures shall be adjustable between-25 and 84 PSI.
4.23 Check Valves
(a) Check valves shall be the horizontal swing type, lever and spring
operated. They shall have flanged ends for pipe 3-inches in diameter or larger
and screw ends for pipe smaller than 3-inches unless otherwise shown on the
plans. Flanges shall conform to the requirements of ANSI/AWWA Specification
C115/A21.15. Check valves shall have cast iron bodies, neoprene faced discs, and
bronze seat rings. Valve pins shall be of stainless steel and shall have
"0-ring" seals. They shall be tested to 300 pounds per square inch hydrostatic
pressure.
(b) Check valves shall be of the nominal pipe diameter shown on the plans
and shall be so designed that, when open, they will have a clear waterway section
of not less than the full nominal inside diameter of the connecting pipe. Check
valves shall be as manufactured by Mueller Co., M & H Valve & Fittings Co.,
American-Darling Valve, or equal.
4.24 Fire Hydrants
(a) All fire hydrants shall conform to the requirements of ANSI/AWWA
Specification C502 for dry barrel hydrants, except as such specifications are
modified or amended herein, and shall be as manufactured by Mueller Co., M & H
Valve & Fitting Go., American-Darling Valve, or approved equal.
(b) Standard fire hydrants shall be furnished with two hose connections
each 2-1/2-inches in diameter and one 4-1/2-inch diameter pumper connection. The
valve openings shall be 5-1/4-inches and the hydrant headloss shall not exceed
3.0 PSI at 1,000 GPM of water flow through the pumper nozzle.
(c) Where smaller hydrants are shown on the plans, these hydrants shall be
furnished with 2-1/2-inch diameter hose connections. The valve openings shall be
4-1/4-inches and the hydrant headloss shall not exceed 2.0 PSI at 500 GPM of
water flow through the hydrant with both nozzles in operation.
(d) Hydrant flow testing and certification of flows and headlosses shall
be performed/provided by an independent testing laboratory in accordance with the
requirements of ANSI/AWWA Specification C502.
(e) The length of each hydrant shall be suitable for operating under the
conditions shown on the puns and shall be the vertical distance from the bottom
of the connecting pipe to :he ground line of the hydrant when installed.
(f) Hydrants shat: be designed for mechanical joint connections unless
otherwise shown on the plans. Mechanical joints shall conform to the require-
ments of ANSI/AWWA Specification C111/A21.11. Unless otherwise authorized by the
Engineer, the nozzles and caps shall be chased to National Standard hose and
steamer nozzle threads. Hydrants shall be equipped with safety or break-away
flanges. Hydrant stem seals shall be the "0" ring type.
(g) Hydrants shall be designed to open by turning the operating nut to the
left, or counter-clockwise. An arrow and the word "OPEN" shall be cast in relief
on the top of the hvdrant :o designate the direction of opening. Suitable oper-
ating wrenches shall be furnished with hydrants.
4.25 Solenoid Valves
(a) Solenoid valves shall be two-way, normally closed type for water
having a safe working pressure of 300 PSI and a maximum operating pressure
differential of 250 PSI.
(b) Valve bodies shall be of forged brass and seals and discs shall be of
Buna "N" or Teflon. Connections shall be screwed.
(c) Solenoid enclosures shall be general purpose (NEMA 1). Solenoid shall
be suitable for 120 volt, 60 Hz, single phase current operation.
(d) Solenoid valves shall be as manufactured by Automatic Switch Co., or
equal.
4.26 Backflow Preventers
(a) Backflow preventers shall operate on the reduced pressure principal
and shall consist of two independently acting toggle lever check valves, an
automatic pressure differential relief valve, two gate valves, and four test
cocks.
(b) Backflow preventers shall be suitable for 150 PSI working water pres-
sure. Connections shall be flanges which conform to the requirements of
ANSI/AWWA specification C110. Main valve bodies and covers shall be of cast
iron, galvanized. Main valve trim shall be of bronze, ASTM B 61. Differential
relief valves shall be of bronze, ASTM B 61, with AISI 304 stainless steel trim.
(c) Backflow preventers shall be Model RP, as manufactured by Cla-Val Co.,
comparable device as manufactured by Watts Regulator, Hersey Products, Inc.,
Neptune Water Meter Co., or equal.
4.27 Pressure Gauges
(a) Pressure gauges for piping or pumps shall be of the Bourdon Tube type,
having phosphor bronze tubes, steel cases, and steel rings. Cases and rings
shall be finished in black enamel. Dials shall be 3?,-inches in diameter. Gauge:
shall be Figure No. P500 L", as manufactured by C. S. Gauge Co., or equal. Each
gauge shall be installed with k-inch brass pipe and gauge cock.
4.28 Street Washers or Flush Hydrants
(a) Street washers or flush hydrants shall be of the freeze-proof type
equipped with a drip valve to drain the riser, a nozzle for connecting a 3/4-inch
diameter garden hose, a 3/4-inch inlet connection, and shall be Model 71600 as
manufactured by the Josam Co., or equal. All street washers shall be set 2 feet
into the ground. One wrench or operating key shall be furnished with each street
washer.
(b) Street washers shall be set so that their tops are flush with the
ground surface or pavement at the point of installation. -wo cubic feet of
gravel or crushed stone shall be placed around and below the drip opening.
4.'?? 7alve Boxes
(a) Each underground gate valve and plug valves installed outside or
buildings, or structures shall be provided with a valve box to house and protect
the valve stem unless special concrete vaults are shown on the plans. Valve
boxes shall be made of cast iron, of the adjustable sliding type, with a shaft
diameter of 5:-inches. The base shall be round or oval. The box shall be pro-
vide,i wi`h an extension section so that, when installed t^e cover will 7,
sli!:-:zly above ground surface.
r }.l V, 1 - h-__, o*-l 1 },o G; -__ OiIS ?? ..,?.,,,F ,,.r,,.-o .a ti.•• r`..?1 L., r.......?.-•
Co., or comparable boxes as manufactured by the Mueller Co., John Bouchard &
Sons, Co., or equal.
(c) After the gate valves have been completely installed and tested but
before they have been backfilled, the valve boxes shall be installed on a firm
base at the proper elevation and then carefully backfilled and tamped so that
after the backfilling has been completed the top surface will be not more than
4-inch above the ground surface. A concrete pad 2 feet by 2 feet by 6-inches
thick shall be poured around all valve boxes in unpaved areas. Valve boxes set
in paved area shall be erected with the top flush with the surface of the pave-
ment. In its final position the box shall not touch the valve stem at any point.
4.30 Identification Tags
(a) All unsafe water outlets shall be identified by a one (1) inch dia-
meter brass or bronze tag secured to the outlet by a non-corrodible chain. Each
tag shall be marked "Unsafe Water".
4.31 Alternate Type Valves
(a) Alternate types of valves, gates, hydrants, and accessories when
acceptable or required shall be as specified in the Special Conditions.
4.32 Construction- General
(a) Pipe and accessories shall be handled in such a manner as will insure
delivery to its final position on the work in an undamaged condition. Pipe
coating and lining shall be carefully protected. The inside of each section
shall be thoroughly cleaned just before it is placed in final position, and shall
be kept clean and free of water during laying operations. No pipe shall be laid
in water or when the trench or other conditions are unsuitable for such work.
Water shall be kept out of the pipe trench until the pipe has been laid and the
joint material has hardened.
(b) All pipe shall be inspected just before it is placed in final position
and rung with a light hammer to detect defects. Any pipe or accessories found to
be defective, damaged or otherwise unsuitable for the purpose either before or
after its installation shall be removed by the Contractor and replaced with
acceptable pipe at Contractor's expense.
(c) The cutting of pipe for closure pieces or for other purposes shall be
done in a neat and workmanlike manner, without damage to the pipe, by the use of
a wheel cutter or other approved type of mechanical cutter.
(d) Unless otherwise shown on the plans or authorized by the Engineer, no
ductile iron pipe shall be laid in trenches where the depth of cover will be less
than 30-inches.
(e) Temporary support, adequate protection and maintenance of all under-
ground and surface utility structures, drains, sewers, and other obstructions
encountered in the progress of the work shall be furnished by the Contractor at
his own expense. Wherever existing utility structures or branch connections
leading to main sewers or to main drains, or other conduits, ducts, pipes, or
structures present obstructions to the grade and alignment of the pipe, the-,
shall 'De permanently supported, removed, relocated, or reconstructed by the
Contractor through cooperation with the Owner of the utilitv, structure, or
obstruction involved,
(f) All pipe shall be laid and maintained to the required lines and
grades; with fittings and valves at the required locations; and with joints
centered and spigots home; and with all valve stems plumb. When in final posi-
tion the invert of the pipe shall be at the exact elevation and grade shown on
the plans. No deviation shall be made from the required line or grade except
with to consent of the Engineer.
4.33 Laying Pine
(a) Each section of pipe shall be placed in the prepared trench with the
full length of the barrel resting upon the pipe bed and with the bell over a bell
hole excavated at the proper joint to accommodate the bell and permit preparation
of the joints. Where angular deflections from a straight line or grade are made
necessary by vertical or horizontal curves or offsets in ductile iron pipe, the
deflection shall not exceed six (6) divided by the nominal diameter (in inches),
per lineal foot for pipe less than 14-inches in diameter, nor four and five-
tenths (4.5) divided by the nominal diameter (in inches) per lineal foot for pipe
14-inches or more in diameter. The deflection is to be measured between the
center lines, extended, of any two connecting joints of pipe. Where deflections
in excess of such limits are necessary, special bends shall be provided, or, if
approved by the Engineer, shorter lengths shall be used in sufficient number to
provide the angular deflection required.
(b) Except where necessary to make connections with other lines, pipes
shall be laid with the bells facing the direction of laying. For lines on an
appreciable grade the joints shall be faced upgrade.
(c) After each section of pipe has been lowered into the trench and before
jointing operations are started all lumps, blisters and excess coating materials
shall be removed from the surfaces to be jointed and the outside of the spigot
end and the inside of the joint shall be wire-brushed, wiped clean and dry, and
all oil and grease removed. The cleaning operations shall be repeated, if neces-
sary, just prior to making the joint.
(d) The fittings at all bends in underground pressure lines shall be
securely anchored so as to prevent the fittings from being blown off when under
pressure. Where pipe ends are dead-ended to permit future connections they shall
be valved, plugged or capped and then braced with masonry. Connections between
new and old lines and between different kinds and types of pipe shall be made
with standard or special fittings to suit the actual conditions and shall be made
in a neat and workmanlike manner acceptable to the Engineer.
(e) Flanged ductile iron pipe shall be installed in the manner specified
above for mechanical Joint pipe except that the faces of the flanges on two
adjacent sections shall be carefully centered and the sections adjusted to proper
line and grade before the flange bolts are tightened. Gaskets shall be placed in
position without damage. Any gaskets damaged in the process shall be discarded.
They shall be attached to the flange by rubber gum before the jo:nt is made up in
a manner that will prevent displacement. After the pipes have been properly
centered and adjusted to true line and grade they shall be firmly bolted togeth-
er, care being taken to tighten all nuts around the flange to the same degree of
pressure. Suitable flanged wall fittings or thimbles shall be used where pipes
pass through walls of structures.
(f) Mechanical joints and "push-on" joints for ductile iron pipe shall be
installed in strict accordance with the recommendations of the joint manufac-
turer.
(g) Before sewer pipe or surface drainage pipe is placed in position in
the trench the bottom and sides of the trench shall be carefully prepared and the
necessary bracing and sheeting installed as provided in Item I of these specifi-
cations. A mason's line shall then be tightly stretched above ground level.
oara-e- to _::e directlv above the axis o- the pipe to be installed, this line tc
.,e suppor_ed at intervals not exceeding 50-feet. Tne exact Line and grade for
each section of pipe, shall be determined by measuring down from this line to the
invert of the pipe in place. Each pipe shall be accurately placed to the exact
line and grade called for on the plans. The Contractor shall furnish all labor
and materials necessary for erecting batter boards.
(h) Bell holes shall be of sufficient size to allow ample room for pro-
peri•: makins the ripe ;pints. Bell holes shad be cut net more than ten joints
the i? l aloa lavir.:,. The bottom of _rench ;,etwee:: De`_ roles shall be
.ar = _- __?ded so '..iat the pipe oar- e'_ ._-- ra;' on ., soli" uadation for its
entire length. Each joint shall be laid so that it will form a close concentric
joint with adjoining pipe and so as to avoid sudden offsets or inequalities in
the flow line.
(i) After the joints have been completed they shall be inspected and
accepted by the Engineer before they are covered up. Any leaks or defects dis-
covered at any time after completion of the work shall be repaired immediately.
Any pipe which has been disturbed after the joint was poured shall be taken up,
the joint cleaned and remade and the pipe relaid at Contractor's expense. All
pipe in place shall be carefully protected from damage until the backfilling
operations have been completed.
(j) Water shall not be allowed to run or stand in the trench while pipe
laying is in progress or before the joints are made or before the trench has been
backfilled. The Contractor shall not open up at any time more trench than his
available pumping facilities are able to dewater.
(k) Backfilling the trenches shall be started immediately after the pipe
is in place and the joints completed and inspected and accepted by the Engineer.
Backfilling shall be performed in accordance with the provisions of Item I of
these specifications.
4.34 Setting Fire Hydrants
(a) All fire hydrants shall be set plumb and shall conform to the estab-
lished grade. Nozzles shall be at least 12-inches above the ground.
(b) Wherever hydrants are set in impervious soil, a drainage pit 2-feet in
diameter and 2-feet deep shall be excavated below each hydrant and filled com-
pactly with coarse gravel or crushed stone under and around the bowl of the
hydrant and to a level 6-inches above the waste opening. No hydrant drainage pit
shall be connected to a sewer.
(c) The bowl of each hydrant shall be well braced against unexcavated
earth at the end of the trench with concrete backing, or it shall be tied to the
pipe by other means shown on the plans or authorized by the Engineer.
4,35 Manholes
(a) Manholes shall be constructed to the sizes, shapes and dimensions and
at the locations shown on the plans. Unless otherwise shown o the plans, man-
holes shall be four (4) feet in diameter. The height or depth of each manhole
will vary with the location, but it shall be such as will place the top at the
finished grade of the pavement or ground surface or to the elevations shown on
the plans and the invert at the elevation design on the plans.
(b) Where the difference in the invert elevation of two or more sewers
18-inches in diameter or smaller intersecting in one manhole is 2-feet or more, a
drop manhole shall be constructed in the manner shown on the plans. They shall
be similar in construction to the standard manhole except that a drop connection
of pipe and fittings of the proper size and material shall be constructed outside
the manhole and supported by Class B concrete as indicated on the plans.
(c) Manholes shall be precast reinforced concrete pipe manhole sections
with tongue and groove joints. Manholes shall conform to the requirements of
ASTM Specification C478, except as modified herein. Concrete used in their
manufacture shall have an absorption rate not to exceed spercent. The
minimum wall thickness of the manhole riser sections shall be. ve (5) inches for
four (4) foot diameter manholes, six (6) inches for five (5) ?ooc diameter man-
holes, and seven (7) inches for six (6) foot diameter manholes. Cone sections
shall have a minimum wall thickness of eight (8) inches at their top. Base riser
sections shall be made with bottoms cast monolithically. Bottoms cast into
already made pipe sections are not acceptable. The minimum thickness of the
bottom shall be six (6) inches for manholes four 4), five ;5 . and six (6) fees
in diameter. Suitable openings for inlet and outlet sewer 7-; e shall be cas`
into the base sections and into riser sections for dro: zonnections. These
openings shall be circular, accurately made, and located as required for each
manhole. Base riser sections shall be set on compacted pipe embedment materials
six (6) inches in thickness. Pipe embedment materials, so used, shall be Class
IV or of the same type being used for pipe embedment.
(d) The length of tongue and groove joints on manhole sections shall be
not less than the wall thickness of the sections. The nominal clearance between
tongue and groove pieces shall be 1/16-inch. The manhole sections shall be
joined with "0-ring" rubber gaskets conforming to the requirements of ASTM Speci-
fication C443. Rubber gaskets shall be installed in accordance with the recom-
mendations of their manufacturer with the use of a suitable lubricant. A
suitable rectangular recess shall be cast into the tongue of each manhole section
to contain the rubber gasket such that when the joint is made, the rubber will be
confined on all four sides. In addition, a flexible plastic joint sealant shall
be applied to manhole section joints of sanitary sewer manholes but is not re-
quired on section joints of surface drainage manholes. The sealant shall be a
factory extruded formulation of 100 percent solids with top-quality partially
vulcanized butyl rubber which provides shape retention in combination with
adhesion and cohesion. The sealant shall conform to the requirements Federal
Specification SS-S-210A. It shall be applied to clean, dry surfaces only.
(e) Flexible manhole sleeves shall be installed on all sanitary sewer pipe
entering and leaving manholes. Flexible manhole sleeves are not required on
surface drainage pipe entering and leaving manholes. Manhole sleeves shall be of
high quality synthetic rubber which complies with the requirements of ASTM Speci-
fications C923 and C443. Manhole openings shall be accurately core drilled.
Sleeves shall be secured to the manholes by Series 302, 304, or 305 stainless
steel bands with self-locking toggles to make watertight unions. Sleeves shall
be secured to the sewer pipes to make watertight unions by Series 302, 304, or
305 stainless steel clamps, draw bolts, and nuts. Flexible manhole sleeves shall
be Kor-N-Seal as manufactured by N.P.C. Inc.; comparable manhole sleeves as
manufactured by Press Seal Gasket Corp.; or equal.
(f) Manhole inverts shall be constructed of cement grout and shall have
the same cross-section as the invert of the sewers which th?v connect. The
manhole invert shall be carefully formed to the required size and grade by
gradual and even changes in sections. Changes in direction of flow through the
sewer shall be made to a true curve with as '_ar,se a radius as the size of the
manhole will permit. Pipe sewers larger than !-;-inches in s:zz- shall be grouted
into manhole walls using a non-shrinking grout.
(g) After the manhole has been set in its final positi:n, the cast iron
frame for the cover shall be carefully set at the required elevation and properly
bonded to the masonry with cement grout. Where manholes are constructed in paved
areas, the top surface of the frame and cover shall be tilted so as to conform to
the exact slope, crown and grade of the existing pavement adjacent thereto.
(h) Manhole frames and covers shall be made of cast iror. conforming to the
minimum requirements of Federal Specification WI;-1-652 or to ASI`i Specification A
48. All castings shall be made accurately to the required dimensions and shall
be sound, smooth, clean and free from blisters and other defects. Defective
castings which have been plugged or otherwise treated shall be rejected. Frames
and covers shall be as detailed on the plans. The contact surfaces between the
co:ar and its corresponding suDPorting rinz in the frame be machined so
-'n?- -.e cover wi -: rest on the -ng for the per._,neter --ne _'ontact sur-
fa-es. Castings shall be thorough'-y cleaned and, before rust:r:, begins, shall be
painted with a bituminous coatir.S so as to present a smootc finish tough and
tenacious when cold, but not tacky nor with anv tendency to scale. There shall
be no holes or perforations in the covers.
.i) Manhole steps shall be constructed of steel covered with rubber or
plastic and shall consist of a 112-inch diameter stee'_ reinforcing rod covered
?v a c,,_--osion resistant rubber or copolvmer polvprop: e::a as The minimu:r
read w.:'.ch shall ^e inches. -":ie steo.; s:n aincor prat, -radio;: c leats an
o g.:i.:e lugs. "Abber or alas? c covered s=ee: scrips s-,-'- as ;nanufacturec'.
by Delta Pipe Products Co., M. A. Industries, Inc., or equal. 6, manhole steps
shall comply with the requirements of OSHA.
(j) Manholes for sewers 48-inches in diameter and larger shall be con-
structed on reinforced concrete bases factory cast on the barrel of a joint of
pipe. The design of these manhole bases shall be reviewed by the Engineer.
Manhole barrels to be constructed on precast bases shall be precast concrete.
Where factory cast reinforced concrete bases are used on sewers at points of
alignment change, factory made bends shall be installed downstream from the
manhole bases.
(k) Drawings and descriptive data on manholes, rubber gaskets, joint
sealant, flexible manhole sleeves, frames and covers, and manhole steps shall be
submitted to the Engineer for review prior to their manufacture.
4.36 Drainage Inlets
(a) Drainage inlets shall be constructed of brick masonry or Class A
concrete to the size, shape, and dimensions shown on the plans.
(b) Brick shall be medium hard or better quality brick conforming to the
requirements of ASTM Specification C32, Grade NA.
(c) Mortar shall be composed of one part (by volume) of Portland cement
and two parts sand. Mortar shall be prepared only in the quantities needed for
immediate use. Mortar which has been mixed for more than 30 minutes or which has
set or has been retempered shall not be used in the work.
(d) Castings shall be of cast iron of the shape and to the dimensions
shown on the plans. Cast iron shall conform to the requirements of ASTM Specifi-
cation A 48 for "Gray Iron Castings". All castings shall be made accurately to
the required dimensions and shall be sound, smooth, clean, and free from blisters
or other defects. Defective castings which have been plugged or otherwise treat-
ed shall be rejected. Castings shall be thoroughly cleaned and, before rusting
begins shall be painted with a bituminous coating so as to present a smooth
finish, tough and tenacious when cold but not tacky nor with any tendency to
scale.
4.37 Installation of Small Pine and Fittines
ia) Metal pipe and fittings shall be erected with screwed joints with
clean cut tapered threads. Joints shall be made with white lead. All pipe work
shall be done in accordance with best standard practice by competent and experi-
enced workmen and shall be in strict conformity with all of the applicable provi-
sions and requirements of state and local ordinances.
4.38 Settine Valves Valve Boxes and Fittings
(a) Gate valves and fittings shall be set and jointed to pipe in the
manner heretofore specified for cleaning, laying and jointing pipe.
(b) Cast-iron valve boxes shall be installed on all outside valves and
shall be firmly supported, and maintained, centered, and plumbed over the wrench
nut of the gate valve, with box cover flush with the surface of the ground or
finished pavement, or at such other level as may be directed.
x.39 nchoraze of Bends Tees and Plums
(a) Reaction or thrust backing of Class "B" Concrete shall be applied on
all pressure pipe lines 4-inches in diameter or larger at all tees, plugs, caps
and at bends.
4.40 Hydrostatic Testing of Pressure Pipe
(a) After pressure pipe has been laid or erected and partially backfilled
(as specified herein) all newly laid pipe or any valved section thereof shall be
subjected to a hydrostatic pressure approximately 50% above normal operating
pressure, but not less than 100 PSI and not greater than the pressure rating of
the pipe. The duration of each pressure test shall be at least two hours for
uncovered pipe and six hours for covered pipe.
(b) Each valved section of pipe shall be slowly filled with clean water
and the specified test pressure, measured at the point of lowest elevation, shall
be applied by means of a pump connected to the pipe in a satisfactory manner.
The pump, pipe connection, gates, meters and other apparatus required for the
tests shall be furnished and installed by the Contractor.
(c) Before applying the specified test pressure, all air shall be expelled
from the pipe. To accomplish this, taps shall be made, if necessary, at points
of highest elevation, and afterward tightly plugged.
(d) All exposed pipes, fittings, valves, and joints shall be carefully
examined during the open trench test. All leakage in joints shall be completely
stopped. Any cracked or defective pipes, fittings, or valves discovered in con-
sequence of this pressure test, shall be removed and replaced by the Contractor
with sound material in the manner hereinbefore provided and the test shall be
repeated until satisfactory to the Engineer.
(e) Should any test of combined sections of pipe laid disclose leakage the
Contractor shall at his own expense locate and repair the defective joints until
the leakage has been completely stopped.
4.41 Chlorination
(a) Before being placed in service completed potable water pipe lines
shall be chlorinated by the Contractor, under the direction of the Engineer, by
the method herein specified.
(b) Prior to chlorination, all dirt and foreign matter shall be removed by
a thorough flushing through the hydrants, or by other approved means. Each
valved section of newly laid pipe shall be flushed independently. This shall be
done after the pressure test and may be done either before or after the trench
shall have been backfilled.
(c) A solution of hypochlorite (HTH) shall be fed into the section of
water pipes being disinfected to insure a chlorine dosage of at least 50 parts
per million throughout the pipes.
(d) Treated water shall be retained in the pipe long enough to destroy all
non-spore-forming bacteria. This period shall be at least 24 hours and prefer-
ably longer as may be directed. After the chlorine treated water has been re-
tained for the required time, the chlorine residual at pipe extremities and at
other representative points shall be at least 25 parts per million.
(e) In the process of chlorinating newly laid pipe, all valves or other
appurtenances shall be operated while the pipe line is filled with the chlori-
nating agent.
(f) Following chlorination, all treated water shall be thoroughly flushed
from the pipe line at its extremities until ^,e replacement water throughout its
length shall?, upon test, both chemically: an? bacteriologicall•:, be proven to be
safe f.r human use. ,rater samples for bacteriological examination shall be.
submitted to the State Health Department Laboratory by the Contractor from water
lines after chlorination. Should the initial treatment in the opinion of the
Engineer prove ineffective, the chlorination procedure shall be repeated until
confirmed tests show that :rater sampled from the newly laid pipe conforms to the
above requirements.
4.42 Painting
(a) After all iron piping work has been tested and all necessary repairs
or adjustments have been completed, all permanently exposed pipe, fittings,
valves, gates, accessories, and other metal surfaces shall be painted in strict
conformity with all applicable requirements of Item VIII of these specifications.
4.43 Payment
(a) No separate payment will be made for Wastewater Treatment
Plant/Pumping Station Piping performed under these specifications, but this work
shall be included in the lump sum payment for the Wastewater Treatment
Plant/Pumping Station, as applicable.
STD-WWTP.P
ITEM V SIDEWALKS. PAVEMENT AND SURFACING
5.01 Scope
(a) The work covered by this item shall consist of the construction in place
of new access roads, driveways, concrete sidewalks, curb and gutter, pavement, and
surfacing, or the replacement of concrete sidewalks, driveways, curbs and gutters,
and surfacing of whatever nature which have been removed to permit the construction
of pipelines or other work, all at the locations and to the lines and grades shown
on the plans or designated by the Engineer. All replacements shall be of the same
type construction as was removed.
(b) Where sidewalks, driveways, curbs and gutters, or surfacing of whatever
nature have been removed by the Contractor beyond the limits called for in the
plans and specifications or as set by the Engineer, or have been damaged through
negligence or carelessness of the Contractor's forces, they shall be replaced in
accordance with these specifications at the Contractor's expense.
(c) Where the surface of graveled or similarly surfaced driveways or streets
is removed by the Contractor, either within or without the construction limits or
have been damaged by the Contractor's forces they shall be replaced with the same
materials that were removed or damaged at the Contractor's expense as an incidental
part of the work.
(d) On unit price contracts where sidewalks, curb and gutter, paved drive-
ways or paved streets are removed within the construction limits as specified and
with the consent of the Engineer they shall be replaced in accordance with the
applicable requirements of these items and shall be paid for in the manner spec-
ified in this item.
(e) On lump sum contracts no separate payment will be made for the con-
struction or replacing of sidewalks, pavement, and surfacing, nor for other work
performed under this item.
5.02 Materials
(a) Concrete work in the construction or replacement of sidewalks, drive-
ways, curbs and gutters, and road pavement shall be constructed of plain concrete,
meeting all of the applicable requirements of item II of these specifications.
Concrete shall be Class 3. Concrete forms shall be of wood or metal, shall be
straight and free from warp, and shall be of sufficient stren-th, when in place,
to hold the concrete true to line and grade without springing or distortion, and
shall conform to the applicable requirements of Item II. The quality and
suitability of steel forms shall be accepted by the Engineer prior to their use in
the work. Bituminous preformed joints 1/2-inch thick shall be furnished and
installed at points herein specified or shown on the plans. Preformed expansion
joints shall conform to the requirements of AASHO Specification Designation M33 and
M153.
(b) Surfacing of graveled or similarly unpaved driveways or roads for
construction or replacement shall consist of hard, durable pit run gravel, crushed
stone or chert of suitable gradation for road surfacing, and shall be accepted by
the Engineer prior to being delivered to the site of the work.
c) Materials for the construction or replacement of bi7uminous pavements;
shall '::e furnished in accordance with the current applicable standard specifica-
tions c` the State HiQhwa: Department of the state in which --h, .ors located fog-
each ,_ or kind of pavement to be constructed or replaced.
5.03 Concrete Construction
(a) Excavated areas beneath concrete sidewalks, driveways, streets, curbs
and ,utters and roads shall be backfilled where necessarv and -_aoroughly compacte(.'.
to the _equired -rade, :;lope and densit.v . the manner describe :.n items I and II_
)f -.•.ese specifications .:,.e final :;ubgr.i::a surface shall be :.,::pac ed to an eve.
density and firmness and shall be smooth and true to line and grade prior to
placing concrete.
(b) New concrete sidewalks and curb and gutter shall be Class B concrete,
unreinforced, as specified in Item II of these specifications; constructed to the
width, thickness and length shown on the plans. New sidewalks shall be 4-feet in
width and 4-inches in thickness unless otherwise shown on the plans.
(c) Concrete sidewalks, driveways, curb and gutter being replaced shall be
Class B concrete, unreinforced, as specified in Item II of these specifications
6-inches thick and of the same width, length, shape and grade as the section re-
moved. Concrete pavement in streets and roads shall be replaced to the original
size, shape and grade with Class B concrete pavement 8-inches thick.
(d) Concrete side forms shall be carefully set with their top true to line
and grade of the finished work and shall be rigidly held in place by stakes or
braces. Forms shall be cleaned and oiled before they are set in place. Subgrade
and forms shall be approved by the Engineer just prior to concrete placement, after
which the subgrade shall be dampened, if necessary, and the freshly-mixed concrete
placed in the amount required to fill the area within the forms to the proper
finished grade in one course. The concrete shall be thoroughly tamped or vibrated,
struck off with an approved straightedge and floated with a wooden float true to
the required grade and slope. The finished surface shall have a surface tolerance
of not more than k-inch in 10-feet. Curb and gutter shall be constructed in ten
(10) foot sections. Preformed bituminous expansion joints shall be placed in curb
and gutter and sidewalk construction at fifty (50) foot intervals. Sidewalks shall
be deep marked at four (4) foot intervals.
(e) All completed concrete surfaces shall be immediately covered with wet
burlap or other approved material and kept continuously damp for a period of not
less than 5 days, and shall be protected from damage during the curing process and
thereafter until finally accepted. Any section that is damaged during construction
or before final acceptance shall be replaced in a satisfactory manner by the
Contractor at his own expense. No pedestrians or vehicular traffic shall be
allowed on concrete walks or paving during the curing period and in no case less
than 5 days after placement.
5.04 Hiy-hwa• Crossines
( a) ,;here it is necessar_, to cross, cut, destroy or rep:--e sections across
or along highwavs owned or maintained by the State Higtl a:: Department the
Contractor shall make all preliminary arrangements with the State Highway Depart-
ment and shall obtain all necessary permits and licenses and shall provide all
bonds or deposits, The Contractor shall comply with all rules and regulations of
the State Highway Department applicable to the work, and shall furnish materials
and perform all work in accordance with any specifications which may be furnished
to the Contractor by the State Highway Department.
5.05 Street Crossings
(a) "w"here pipe trenches are cut across or along existi:::- street or alley
pavement or surfacing, thev shall be backfilled in the manner specified in Item I
of these specifications and traffic restored as quick-1,; as oo-sible by the con-
struction of a temporarv surface of crushed stone or material, a:
app_icao.e _-.e _ontractor shai ma n
tai^ 131:csU'r-_ - ac,?s until th<•
permar.en:. s,rfasir.` has been placed. eplacemer.t `.)numinous : a :emet:t shall have
a thickness equal to that removed but shall in no case be less than 3-inches in
thickness. Replacement concrete pavement shall be of the thickness and type shown
in Paragraph 5.03(c) of these specifications.
?b) 'mere pipelines cut across or along existing unimtroved or graveled
streets or '.'.evs, then shall be back-filled in _i manner spe.c_ Led in Item I of
-hesa ;oec:__ .it'_ons an(! ..-raffic restored as a?: pos_ _ placing a'
_eas'. n es o rue. - <.?.. .. rus ed -
_ s-, 0-"-? 1 c;.- _ -- _., in: The Con-
tractor shall maintain the surfacing in good condition until acceptance of the
work.
(c) All excess materials and debris shall be removed from the site of the
work and the areas left in a neat workmanlike condition.
5.06 New Unpaved Access Roads and Driveways
(a) New unpaved access roads and driveways shall be constructed with a
surfacing of pit-run gravel, crushed stone, or chert placed to a thickness of 4-
inches unless otherwise shown on the plans. It shall be spread, leveled, compacted,
and maintained in good condition until final acceptance of the work.
5.07 New Paved Access Roads and Driveways
(a) Base course and pavement of new access roads and driveways shall be as
specified in the Special Conditions, if required in the project.
5.08 Resurfacing Existing Bituminous Paved Access'Roads and Driveways
(a) Resurfacing of existing bituminous paved access roads and driveways
shall be as specified in the Special Conditions, if required in the project.
5.09 Pavement Line Striving
(a) Pavement line striping shall be as specified in the Special Conditions,
if required in the project.
5.10 Removing and Resetting Existing Work
(a) When so specified, sections of existing curb, gutter or sidewalks or
combination curb and gutter may be removed in lengths of 4-feet or more and reset
provided they are not injured or damaged in the process. Any section found
unsuitable for resetting after removal shall be removed from the work. Any sectioT,
damaged shall be replaced with a new section at the Contractor's expense,
) After removal, all sidewalks, curb and gutter found b•r the Engineer to
be suitable for resetting shall be carefully stored until t:he pipeline or other
work has been completed. It shall then be cleaned and read•.:sted upon a firm,
compacted subgrade prepared as specified herein for new work and set to the proper
line and grade, after which the joints shall be filled with an approved bituminous
filler. All joints and tops shall be redressed when necessary to provide a smooth
even surface with the old work. After the joints have set, the replaced sections
shall be backfilled, tamped and given a finished, even surface in the manner
specified for new work.
5.11 Determination of Pav Quantities
(a) On unit price contracts the quantities of sidewalks, pavement and
surfacing for new construction or replacement for which pavment will be allowe(:
shall be expressed in square yards of area, to the nearest '_/'__?-square yard. For
n.ew construction, the quantities shall be computed from the _11owable width a:
shown )n -.he plans and the actual horitonta- iengt: mea u:-_ iT; place.
replacement, the quantities shall be computed from the trenc. w dth shown on ttit
plans and the actual horizontal length measured in place.
(b) On unit price contracts the quantities of curb and gutter for new
construction and replacement shall be expressed in lineal feet, to the nearest
1/10-foot. For new construction, the quantities shall be the horizontal length as
measuredl in place. For replacement, the quantities shall be th.e horizontal lengtl.
which ::all be equal to the trench width shown on t1-.e plans.
`;o speci_ic pavment wi1_ be .-i'_:owed for the rr. '_ace^e::t of surfacing 0
graveled or similarly surfaced streets and driveways or for paved surfaces damaged
or removed beyond the specified limits of the work.
5.12 Payment
(a) On lump sum contracts no separate payment will be made for the con-
struction or replacing of sidewalks, pavement, and surfacing, nor for other work
performed under this item.
(b) On unit price contracts payment for sidewalks, pavement, and surfacing
constructed or replaced under these specifications shall be made for the quantities
determined in the manner specified above at the unit contract prices per square
yard or per lineal foot, as applicable, for the items listed under Item V of the
contract pay items. This amount, so paid, shall cover the cost of furnishing all
materials, labor, tools, plant and other expense in connection with or incidental
to the construction or replacement of sidewalks, pavement, and surfacing.
STD-WALK
a
ITEM VI GRASSING AND PLANTING
6.01 Scone
(a) This item shall consist of performing all labor and furnishing all
materials to do the grassing and planting work complete as shown on the plans and
specified herein, including ground preparation and fertilizing, seeding, hydro-
seeding and mulching, mulching, erosion control netting, tree wells and tree root
protection, vines, shrubs and tree planting and transplanting. This work shall
also include the maintenance and watering and any necessary replanting.
(b) The area within the limits shown on the plans, except the areas occupied
by structures, shall be planted with a mixture of grassing seeds and mulched as
herein specified.
(c) Vines, shrubs and trees shall be placed as shown on the planting plan or
as authorized by the Engineer.
(d) Grassing shall be seeding and mulching or hydro-seeding and mulching.
Mulching shall be straw or hay unless asphalt is shown on the plans or specified
in the Special Conditions.
6.02 Ground Preparation
(a) After all other construction work is completed and the surface of the
ground finished to subgrade the topsoil that was removed and stockpiled as speci-
fied in Item I shall be spread over the area to be planted. This topsoil shall be
uniformly spread in a layer not less than five inches thick. Additional topsoil
from other sources shall be furnished by the Contractor if necessary, to cover the
area to be planted to the specified depth.
(b) After the topsoil is spread the surface of all areas to be planted shall
be prepared by plowing and discing in both direction, when feasible, to a depth of
not less than four (4) inches. After removal of all large particles which cannot
be broken, the surface shall then be harrowed and cultivated. Plowing and harrowing
shall be performed with proper equipment and in such manner as to break up all
clods, lumps, or earth balls, and to remove all rocks, stumps, large roots, or
other particles so as to provide a suitable planting bed. Hand -ools shall be uses:
in inaccessible small areas.
cl The entire area to be planted shall be carefull.i finished to exact ling
and grade before planting. Care shall be used to shape the surface of the ground
proper!,; around structures.
(d) Topsoil to be furnished shall be fertile, friable, natural topsoil
typical of topsoil of locality. It shall be without admixture of subsoil and shall
be reasonably free of stones, lumps, plants, roots, sticks, and other extraneous
matte:-, and shall not be used for planting operations while in a frozen or muddy
condition.
(e) All soil to be used in a tree, shrub and vine pit for planting operations
shall be conditioned by thoroughly mixing one part by volume of peat, one part b,;
volume of rotted manure and four parts by volume of topsoil.
6.03 7ertilizer
a) `tanufactured fer--ilizer shall *De stsndard --omme=__ and sha'-
?n- _^.o- less _nan the percentages b,- Neigh' out in
folio :ns table:
Nitrogen N 8
Phosphorus P_OS 8
Potash K.0 S
A!-' shall oe -_ransnorted _.i ont.ti will insur
'3rcDo' rJ 2 at..i iandi_ng
(c) Agricultural limestone shall be crushed or ground to such a degree of
fineness that 90 percent of the material will pass through a 10 mesh screen and not
less than 50 percent of the material will pass through a 60 mesh screen. All such
limestone shall also have a neutralizing value of 90 percent calcium carbonate or
better.
(d) basic slag shall be ground open hearth basic slag containing not less
than the percentage by weight of the following ingredients:
Total Phosphoric Acid ... 6.00 Iron Oxide ............ 18.50
Magnesium Oxide ......... 5.50 Calcium Oxide ......... 4.00
Manganese Oxide ......... 3.00 Neutralizing Power .....80.00
At least 80 percent shall pass through a 100 mesh screen and at least 90
percent shall pass a 50 mesh screen.
(e) Fertilizers shall be applied uniformly into the areas to be planted or
improved in such amount and to such depth and according to the methods indicated
in the specifications for the various ground covers. The fertilizer shall be well
pulverized and free of lumps when applied. In no case shall full strength
fertilizer be permitted in direct contact with roots. When fertilizers are applied
hydraulically they must be diluted sufficiently as directed so that no damage is
done to either seed or established grasses and legumes. Agricultural limestone and
basic slag shall be applied in a separate operation but may be incorporated in soil
with fertilizers in one operation.
6.04 Seeding
(a) Seeding shall consist of furnishing, inoculating and sowing seeds and
covering, compacting and maintaining the seeded areas.
(b) All seed used shall meet the requirements of these specifications and
comply with applicable state laws and rules and regulations promulgated thereunder.
Each kind of seed for use either pure, or as a part of mixed seedings, shall be
separately packed and delivered to the project in standard see-tight shipping bags,
all prominently identified. Each bag shall bear a tag or label certifying to
contents, tests and analysis. Seed furnished shall be hulled and scarified where
indicated by the letter symbols "H" and "S" respectively. All seeds of legumes,
as indicated by letter symbol "N" shall be inoculated just before use, with the
appropriate commercial culture manufactured by a reputable concern. Such material
shall be approved and used according to the manufacturer's instructions. The
following tables specify the quantity by weight of the different seeds required
when sown along, their purity and germination.
Lbs. Required Xinimum
Common Name Per Acre Purit Germinable

Bermuda Grass (Unhulled) 30 99 80
Bermuda Grass (Hulled) 20 HS 99 85
Kentucky Blue Grass 40 85 75
Kentuckv 31 rescue 30 99 85
Annual Lespedeza 50 H;; Q5 80
?eseedins _r-.mson C o%er 3(; H; ?0 85

:'e:lsaco?a 3a'..:a _?0 85
(c) Seed mixtures shall be applied at the rate in pounds per acre and with
the seasonal limitations shown in the following table:
Seeds April-June July-August September-March

Bermuda Grass (Hulled) 12 5
Kentucky Blue Grass 6
Kentucky 31 Fescue 20 20 20
Annual Lespedeza 10
Reseeding Crimson Clover 30 30
White Clover 4
Pensacola Bahia 20 20 20
(d) The Contractor shall notify the Engineer at least twenty-four hours in
advance of the time he intends to start inoculating and mixing seed or begin sowing
seed and shall not proceed with such work until permission to do so has been given.
(e) Fertilizer shall be applied as specified in Section 6.03 and mixed to the
depth of preparation as soon as applied. It shall be applied mechanically or by
approved hydraulic equipment. The seed bed for all mixed seedings shall be
fertilized initially with 2 tons of agricultural limestone, or basic slag and 1500
pounds of grade 8-8-8 fertilizer per acre.
(f) Preparatory to sowing, the seed accepted for use shall be inoculated as
provided herein. Each kind of seed shall be inoculated separately with the
appropriate commercial culture according to instructions of the manufacturer of the
material accepted for use, then allowed to surface dry to a free flowing state
before mixing or sowing. In general, no greater quantity of seed shall be
inoculated at one time than can be sowed by the end of the following working day.
All inoculated seed shall be protected from the sun and direct contact with
commercial fertilizers.
(g) Sowing of seed shall follow promptly after incorporation of fertilizer.
Sowing shall be done uniformly at the specified rate by approved mechanical
seeders. Hand operated cyclone sowers will be considered mechanical seeders. No
sowing shall be done during windy weather, when the prepared surface is crusted,
or when the ground is frozen, wet or otherwise in a nontillable condition.
(h) Immediately after sowing, the seeded area shall be harrowed, dragged,
raked or otherwise worked so as to cover the seed with a laser of soil ?.-inch
this::. Care shall be exercised during covering operations to preserve the line,
grade and cross-section of the seeded areas and to see that areas adjacent tn
pavement, walks, etc., are not left higher than the paved surface. After the seed
has been properly covered the seed bed shall be compacted immediately by means o*_
a cultipacker, light roller or approved drag. Rolling or covering of seed may be
omitted when seeding is done hydraulically and mulched.
(i) The Contractor shall water, fill washes, and otherwise protect anc:
maintain the seeded areas until the contract is accepted. Damage by either pedes-
trian, vehicular traffic, or other causes shall be repaired by the Contractor. It
shall be the responsibility of the Contractor to establish and maintain a
satisfactory stand of grass until final acceptance of the project. A satisfactor•:
stand of grass shall be defined as a complete cover of living grass (limited to the
species of seed that are expected to germinate in the current season). If a
satisfactory stand of grass is not established, the area shall be reseeded by the
Contractor. Seeded areas shall be mowed as required and when weeds or other
undesi:-able vegetation threaten to smother the o'_anted species.

?a) This work shall consist of mulching (covering with hav or straw) those
areas indicated on the plans to be grassed in accordance with these specifications.
(b) Mulching material shall consist of hav or straw and asphalt complyin;,.;
with the following:
=. Hav shal'_ be applied at ':h- rite of not less `.. tons per acr,-
ar-'. ma, be n.at_ve ?iav o, ':udan `sass, b m ?ed?e. Beds _r _ _ppings or a:.
>'..er ep_ab: matz__a. _ow grade, .,-)teed hay unT:
for animal consumption is acceptable. Hay or straw shall be applied with a
moisture content not more than 15 percent or if the moisture content exceeds 15%,
a proportionate increase shall be made in the rate of application.
?. Straw shall be threshed straw of oats, wheat, or rye, applied at the
rate of not less than 24 tons per acre.
(c) Mulching materials which contain matured seeds of species which would
volunteer and be detrimental to the proposed planting shall not be used.
(d) Asphalt shall be suitable for mulching and shall contain no petroleum
solvents or other diluents toxic to plant growth. It shall be a homogeneous
emulsification of refined asphalt suitable for spray application with or without
dilution with water and of a type approved by the Engineer. Asphalt shall be
included in the mulch only at locations specifically specified or shown on the
plans
(e) Straw, and hay mulch shall be applied with a mechanical mulch spreader
with an attachment designed to apply effectively an asphalt adhesive to the mulch
material and to blow the asphalt sprayed mulch by means of a high velocity air
stream over the prepared area to form a uniform porous stable blanket held in place
by the asphalt adhesive. The spreader shall be designed to break up balls or
clusters of the mulch and apply it evenly and uniformly over the surface so as not
to exclude penetration of sunlight.
(f) Immediately after the area to be mulched has received ground preparation
and specified planting, the mulch shall be applied at the rates specified above.
Mulch which is too fresh, or excessively brittle, or so decomposed as to retard
growth of grass will not be acceptable. The asphalt adhesive shall be applied at
a rate of 200 to 250 gallons per acre of undiluted asphalt.
(g) Mulch shall not be applied during period of high winds or other un-
favorable conditions. Care shall be exercised to protect the public, adjacent
property, buildings, curbs, sidewalks, and the like form discoloration by the
asphalt adhesive. The Contractor shall be responsible for any such damage to
public or private property. Any damage or discoloration to structures shall be
repaired without delay at the Contractor's expense.
6.06 c?vdro-Seeding and Mulchin
a) Hydro-seeding and mulching shall consist of sowing seeds by hydraulic
equipment and covering, compacting, mulching, and maintaining seeded areas. Seeds
and hydro seeding shall comply with applicable portions of Section 6.04. Mulching
shall comply with applicable portions of Section 6.05. Hydro-seeding and mulching
shall be performed at the locations and at the time shown on `he plans and in
conformity with these specifications.
(b) The following listed specifications shall apply to hydro-seeding and
mulching:
Ground Preparation Section 6. 02
Fertilizer Section 6. 03
Seed Section 6. 04
Seasonal Limitations Section 6. 04
Mixing & Applying Seeds Section 6. 04
Care During Construction Section 6. 0=
Mulching Section 6. '
H dro-seeding sha be performed b• approved equipmen- .resigned for the
ourtose. The equipment shall be designed to pump a water- seed- '_noculant uniforml•.
over ::ne areas to be seeded. It shall include a power driven agitator to keep the
mixture uniform during application. The equipment shall be of sufficient force and
capacity to apply a uniform application to the upper limits of all cut slopes and
the lower limits of all fill slopes. For hay or straw mulch, equipment shall be
as spe.:ified in Section 6.05.
--our rimes `he manutacturer' recommended rates o~ -;•.ocul_ant cultur,?
used. seers sitali be placed in the. culture so _.__or. and mixed
0 _
mechanical agitator in the hydraulic
specified in Section 6.04.
(e) Hay and straw mulch shall
specified in Section 6.05 immediately
6.07 Erosion Control Netting
feeder. Seeds shall be applied at the rate
be applied in the manner and at the rates
after hydro-seeding.
(a) Erosion control netting shall be applied to seeded and mulched ground
areas which have a slope greater than 5 to 1. Erosion control netting shall be
jute, cotton, or plastic material.
(b) Jute netting shall be woven from undyed and unbleached plain single jute
yarn, averaging 130 pounds per spindle of 14,400 yards. The yarn shall be loosely
twisted and shall not vary in thickness by more than 1/2 its normal diameter. The
finished mesh shall be of uniform, open (nominal one inch ) plain weave, furnished
in rolls as follows: Width - 48-inches, plus or minus one inch, with 78 warp ends
per width of cloth; Length - Convenience lengths, 50 yards minimum, with 41 weft
ends per yard; and Weight - Average 1.22 pounds per linear yard, plus or minus 5
percent.
(c) Cotton netting shall be woven from undyed and unbleached cotton yarn. The
finished netting shall be of uniform open weave forming an open rectangular or
square mesh of k to b inch, and furnished in rolls with the following charac-
teristics: Width - 48-inches minimum; Length - Convenient lengths, 50 yards
minimum; and Weight - Minimum average 0.12 pounds per linear yard of 48-inch wide
material.
(d) Plastic netting shall be an extruded polypropylene or other acceptable
plastic material, extruded in such a manner as to form a net with ;Z to ?1 inch
rectangular or square openings with strands of approximately nine (9) millimeters
thickness. The netting shall be furnished in rolls meeting the following charac-
teristics: Width - 48-inches, minimum; Length - Convenient lengths, 50 yards
minimum; Weight - Minimum average five (5) pounds per 1,000 square feet.
(e) Staples to hold erosion control netting in place shall be U-shaped and
shall be approximately six (6) inches long and one inch wide. Machine made staples
shall be of No. 11 gauge or heavier steel wire. Hand made staples shall be made
from 1;-inch lengths of No. 9 gauge or heavier steel wire.
Erosion control netting shall be placed immediately after completion of
ground ?reparation, fertilizing, seeding, and mulching in accordance with these
specif_cations. The netting strips shall be rolled out flat, parallel to the
direction of flow. ',,,hen 2 or more strips are required to cover an area, they shall
overlap 3-inches, minimum. Ends of strips shall overlap 6-inches, minimum, with
the upgrade section on top. The upslope end (anchor slot) of each strip shall be
buried in 6-inch vertical slots, and soil tamped firmly against it. When, in the
opinion of the Engineer, conditions warrant, any other edge exposed to excessive
flow shall be buried similarly.
(g) The netting shall be spread evenly and smoothly, and in contact with the
mulch at all points. It shall be tamped or stapled to assure close contact with
the mulch. Each strip shall be stapled in 3 rows; each edge and the center, spaced
at not more than 3-feet longitudinally. Ends of strips shall be stapled at 9-inch
intervals across their width.
'-.) Care during construction shall consist of protection and of repairs made
necess b.- eros- ?7.. wind, fire. and/or other causes. Repa:r- shall be such a.,
-ne condition and trade of the soil as _st:n? prior
app-:cation of the netting, restoring damaged ground preparation, refertilizatiot,.
and replanting of damaged areas, without additional compensation. The period of
care shall continue until acceptance of the contract. Care shall be performed
without additional compensation.
?i.08 °xce.lsior Blankets
i` E'x-eIs_.): .,_ankets may b e :,e . _nstead o? erosior _ netting an .

mulching on ground areas having a slope greater than 5 to 1 or at other locations.
(b) Excelsior blankets shall consist of a machine produced mat of curled wood
excelsior of 80 percent six inch or longer fiber length, with consistent thickness
and the fiber evenly distributed over the entire area of the blanket. The top side
of each blanket shall be covered with a photodegradable extruded plastic mesh. The
blanket shall be made smolder resistant without the use of chemical additives.
(c) The area to be covered by the blankets shall be properly prepared,
fertilized, and seeded before the blanket is applied. When the blanket is un-
rolled, the netting shall be on top and the fibers in contact with the soil over
the entire area. In ditches the blankets shall be applied in the direction of the
flow of water, butted snugly at ends and sides and stapled. On slopes the blankets
shall be applied either horizontally or vertically to the slope and ends and sides
butted snugly and stapled.
(d) Staples shall be made of steel wire, 0.091-inches in diameter or greater,
"U" shaped with legs six inches in length and a one-inch crown. Size and gauge of
staples used shall vary with soil conditions. The staples shall be driven
vertically into the ground, spaced approximately two lineal yards apart, on each
side, and one row in the center alternately spaced between each side (60 staples
on each blanket) a common row of staples shall be used on adjoining blankets.
6.09 Tree Wells and Root Protection
(a) This section shall cover (1) the protection of selected trees, shrubs,
or other woody plants by tree wells so constructed as to protect the root system
and (2) the placing of porous material, consisting of 3/8 to 5-inch aggregate to
such depth around the roots as provided by the plans or directed. Tree wells shall
be constructed of concrete, rubble masonry, or brick masonry as may be provided on
the plans. Such construction shall be performed in accordance with the design and
details indicated on the plans and with applicable sections of these specifica-
tions.
(b) All excavation incidental to and necessary for constructing tree wells
shall be so conducted as to avoid injuring the root system. No backfill of any
nature shall be placed by the Contractor above the root spread of a tree or plant
which it is desired to preserve until a fill of porous materials not less than 3-
inches in depth or as directed has first been placed above its roots.
(c) The area for tree root protection shah be first cleaned of all vegeta-
tion and porous material shall be then spread loosely over the required area.
Following the spreading of the porous material for tree root protection, a minimum
of from 4 to 5-inches of topsoil shall be spread above the porous fill to bring the
area to the finished grade lines designated.
(d) Care shall be taken so that trees or shrubs which are to be preserved in
place are not scarred or damaged. The root area to be protected shall be the area
of ground surface lying within the periphery of the limb spread of the tree.
6.10 Shrubs and Trees
(a) Samples of materials proposed to be furnished hereunder shall be sub-
mitted to the Engineer for inspection prior to deliverer of materials. All mater-
ials delivered hereafter shall conform to accepted samples, which shall be stored
on the site and protected until the deli,.,ery of like materials -.as been completed.
Shrubs anc. pL ants shall he _nspec-e-- for size and variety.
either at the place of growth or after de'li•ery at ~ the of file work; as
authorized by the Engineer. No shrubs or plants rejected at place of growth or at.
the site of the work shall be used or paid for under the item. Certificates of
inspection as required by federal, state or other authorities shall accompany each
shipment.
e) Plants shall be freshly dug, vigorous, of normal haDi= of growth, free
of c.Lsease, _insects _nsec- eggs; and larvae '' - t shall l _an S Sh ""5er grown Undc',
liana _,onditions similar -o those .n _>cali_ of projec- neigh;, of plant

and branching shall be measured when branches are in normal positions. Caliper
shall be diameter of trunk one foot above surface of ground and shall be the
determining measurement for trees. Number of canes specified shall be the minimum
acceptable. A cane shall be considered a primary stem which starts from or close
to the ground or at a point not higher than one-fourth of the height of the plant.
Plants shall conform to measurements of plant list in the plans, except that
oversize plants may be used at no increase in contract price. Plants shall not be
pruned prior to delivery except upon special approval. The variety of any shrub
or plant shown on the plans may be changed prior to delivery to another variety of
equal cost, at the option of the Engineer.
(d) Stakes for supporting trees shall be of sound wood of uniform size,
capable of standing in ground at least two years. They shall be at least two
inches in diameter and not less than 9-feet in length, except that for trees under
6-feet in height stakes shall be not less than 8-feet in length. Ties shall be
strips of canvas not less than 3-inches in width and 10-ounces in weight or equal
fabric. Wrapping materials shall be of first quality burlap or waterproof crepe
paper not less than 6 or more than 10-inches in width and of suitable strength.
(e) Scientific and common plant names as used on the plans conform to
Standardized Plant Names prepared for the American Joint Committee of Horticulture
Nomenclature. Names of varieties not included therein conform generally with names
accepted in the nursery trade. Substitutions will not be permitted, except that
if proof is submitted that any plant specified is not obtainable a proposal will
be considered for use of nearest equivalent size or variety with an equitable
adjustment of contract price. The plants to be furnished and planted are shown on
the plans.
6.11 Digging and Handling Plants
(a) Dig baled and burlapped plants, with firm, natural balls of soil, of a
diameter not less than specified, and of a depth to encompass sufficient fibrous
and feeding roots to insure full recovery and development of plants. No plant
moved with a ball shall be planted if the ball is cracked or broken, except upon
special approval.
(b) Dig bare rooted plants with spread of roots not less -han specified, an'.
a depth sufficient to insure full recovery and development of _lants. Bare roots
shall b,- puddled.
6.12 Planting Shrubs and Trees
(a) Remove rock or other underground obstructions to the depths necessary to
permit proper installation of planting, unless other locations are selected by the
Engineer.
(b) Stake plant locations and secure approval before exca•:ating pits, making
any adjustments necessary; locate no plants, except vines, closer than two feet to
pavement or structure,
(c) Excavate pits in circular outline, with vertical s_-Jes, for all plants
except hedge plants.
(d) Tree pits shall be at least two feet greater in diameter than diameter
of ball or spread of roots; and at least two feet depth. rib pits shall b
it least one foo- greater in diameter thar. diame_-r bai: _pra of roots an
t least one foot in deu--'^.
(e) Set plants in :enter of pits, placin7 bai_ roo=- -aver of top-
soil at least two inches in depth, adjusting depth as necessa_-:: so that crown of
plant will stand at finished grade; set hedge plants, evenly spaced, along center
line of trench. Compact soil around balls or roots of plants a:-.d water thoroughly.
Form ridge of soil around edge of pit to facilitate water'-::,, Use clean soil
excavation from plant pits between shrub pits, if arranged i..--ouns. as necessar•.
-o ri planted areas to finished t.;rade ir(d ..ispo;e of e: a:at.ed soil 1
.?. r C. .' C..=ti'. 3::0 betw-'. e:. D_ _.s .o .1 '_1 r'p and neat .
outline.
(f) Prune plant in accordance with standard horticultural practice. Mulch
plant pits one-inch deep, using well rotted manure lightly incorporated in soil.
(g) Stake trees as follows: setting each stake vertically and at least
one-third of its length in ground, approximately 12-inches from trunk; guy trees
to upper end of stakes with canvas ties folded to a 14-inch width. Single stake
trees under two inches in caliper if so indicate by drawings. Double stake each
tree two or three inches in caliper setting each stake vertically at least one-
third of its length in the ground, approximately 12-inches from trunk. Guy trees
to upper end of stake with canvas ties folded to one and one-half inches in width.
(h) Wrap trunk of trees, spirally to height of second branches and tie the
wrapping in place with suitable cord.
6.13 Guaranty and Replacements
(a) Replace during the next planting season all dead plants and all plants
not in vigorous, thriving condition and at no additional cost. Plants used for
replacement shall be of the same kind and size specified in plant list and shall
be furnished, planted and mulched as specified.
(b) The Contractor shall maintain planting at his own expense until final
acceptance of the project or until 90 days after planting. Maintenance shall
consist of preserving, protecting, watering, replacing, and such other work as may
be necessary to keep the work in a satisfactory condition.
6.14 Payment
(a) No separate payment will be made for grassing and planting performed
under these specifications but this work shall be included in the lump sum payment
for the Treatment Plant/Pumping Station/other facilities, as applicable.
STD-GRAS
ITEM VII MISCELLANEOUS METAL WORK
7.01 Scope
(a) The iron castings covered by this item shall consist of furnishing and
installing special manhole frames and covers, special inlet frames and covers,
sidewalk frames and covers, access ladder rungs and all other iron castings not
specifically covered elsewhere, as shown on the plans and as specified herein. It
shall not include standard manhole frames, covers and steps installed on standard
manholes, inlet frames and covers installed on inlet structures, or standard and
special pipe fittings, all of which items of work are covered elsewhere in these
specifications.
(b) The structural steel work covered by this item shall consist of
furnishing, erecting and painting structural steel, including ladders, screens,
base plates, bearing plates, loose lintels, anchor bolts, field rivets and bolts,
erection bolts, steel frames and covers, and all other structural steel not
specifically covered elsewhere, as shown on the plans and as specified herein. It
shall not include concrete reinforcement, spiral stairs or structural steel parts
of gates, machinery or mechanisms, all of which items of work are covered elsewhere
in these specifications.
(c) The structural aluminum work covered by this item shall consist of
furnishing and erecting structural aluminum ladders and safety cages and all other
structural aluminum not specifically covered elsewhere, as shown on the plans and
as specified herein. It shall not include aluminum gratings nor parts of machinery
and mechanisms, and handrails, all of which are covered elsewhere in these
specifications.
(d) The z rating work covered by this item shall consist of furnishing and
installing gratings, including all angles, anchors and other incidental fastenings,
as shown on the plans and as specified herein.
(e) The handrail work covered by this item shall consist of furnishing and
installing pipe railings, complete in place, in the types and sizes shown on the
plans and as specified herein. It shall not include handrails installed as part of
=,, equipment or mechanisms, which item of work is covered elsewhere in these
specifications. It shall not include handrails inside the buildings, unless
otherwise shown on the plans, which item of work is covered elsewhere in these
specifications.
(f) The fence work covered by this item shall consist Df furnishing anti
installing fences complete with posts, braces, and gates as shown on the plans and
as specified herein.
7.02 Materials
(a) Cast iron for iron castings shall conform to the requirements for AST`!
Specification A48, Class 35, for Gray Iron. These specifications shall cover
manufacture, physical properties, and testing. Malleable iron shall conform to the
minimum requirements of ASTM Specification A197, for Cupola Malleable Iron.
(b) Structural steel, rivet steel, and other metals required under this item
of the specifications shall conform to the requirements of the Anerican Institute
cf Steel Construction Specifications for the Design, Fabrication and Erection o:
f,_ 3uildings. Steel fra::ies and covers shal of the types a:-.,.
s is snow-. c., e b ans .
,c) Structural aluminum required under this item of specifications shall ?,-
alloy and temper 6061-T6. Non-structural aluminum applications shall be alloy and
temper 6063-T6.
(d) Gratings shall be the plank type constructed of aluminum. All gratinv,
shall be constructed to carry a uniform live load of 175 pounds per square foo`
a i:i.ixim!us deflection of 1_!160 of the span, unless otherwise shown on tho
!ar..: op e.n.i: i-s for pipes, etc. , shai_ be banded and _i rc,~ings shall
1:) _i-e.: s...-.'_ons of such size tha- each section ;ray: .,-moved wi?'aou-
pressed steel arm designed to extend at a 450 angle and slotted to carry three (3)
evenly spaced strands of barbed wire. The top strand of wire shall be located
twelve (12) inches above the height of the fence fabric. Barbed wire shall be
securely fastened in the slots of heavy wire pins. End and corner post extension
ms shall be of No. 11 gauge (minimum thickness) pressed steel or heavy malleable
iron of sufficient structural strength to support the barbed wire stretched to
proper tension. They shall be similar to the intermediate extension arms and shall
be riveted to the post. Gate frames shall be 1.90" OD pipe connected with fittings
riveted at each corner. Each frame shall have 3/8" diameter adjustable rods.
Fabric which matches the fence shall be installed on the frame by means of tension
bars and hook bolts. Gate height shall be the same as that of the fence (7 feet
including three strands of barbed wire). Gates shall have positive type latching
devices with provisions for padlocking and drive gates shall have a center plunger
rod, catch, and semiautomatic outer catches. All posts, rails and appurtenances
shall be hot-dipped zinc coated steel complying with ASTM Specification A120, A123,
or A153 as applicable. Pipe posts shall have tops which exclude moisture. Fabric
shall be fastened to line posts with six (6) gauge wire clips every 14-inches; to
terminal, corner, and gate posts by integrally weaving into the post or by using
1/4" x 3/4" tension bars tied to the post every 14-inches with eleven (11) gauge
1-inch wide steel bands and 3/8" diameter bolts and nuts; and to tension wire with
eleven (11) gauge hog rings every 24-inches.
(g) Wire fences, including two lines of barbed wire, shall stand 411 feet
high above finished grade when erected. Fabric shall be galvanized steel standard
mesh hog and cattle wire 42-inches high. Top and bottom wires shall be ten (10)
gauge and intermediate and stay wires shall be twelve and one-half (12k) gauge. The
two lines of barbed wire shall be galvanized steel of the 4 point pattern composed
of 2 strands of twelve and one-half (12?i) gauge line wires with 14 gauge barbs
spaced 5-inches on center. Posts shall be of wood or steel at the option of the
Contractor. Wood posts shall be of Southern Yellow Pine pressure treated with
either Grade 1 Creosote or Creosote-Coal Tar solution conforming to the require-
ments of ASTM Specification D390 for Creosote, or D 391 for Creosote-Coal Tar
solution. The preservative shall be applied under pressure to refusal, using the
full c?.Ll process in accordance with the Standard Methods of the American Wood
Preser-:ers Association. Wood posts shall be 7-feet in lengt'r, and corner and line
posts s^.all be 4-inches and 3-incises in diameter, respectivel_.'. Steel corner and
pull posts shall be 2-7/1" OD galvanized standar pipe. Steel fine posts shall be
galvanized standard tee sections. Steel posts shall be , in length. Post
spacing shall be not greater than 10-feet. Gates shall be chain link fence gates
as specified in Paragraph 7.02(e) of these specifications.
7.03 Shoo Drawings
(a) Detailed shop and erection drawings giving complete information
necessary for the fabrication and erection of the component parts, including the
location, type, size and extent of all welds and clearly distinguishing between
shop and field rivets, bolts and welds, shall be submitted or the review of the
Engineer. However, review of shop drawings shall not relie•:= the Contractor of
responsibility: for the correctness of all detailed dim,nsie-,.s and the correct
ln. o a__ -par-_s. Mat.?.-Lass shall ^o,. be _)r_..a-ed D_... _ JC?:J`.'al of tn--
0_ =abrication -.onstruction and Erection
(a) Castings shall be sound, smooth, clean and free from blisters and other
defects. No plugging of defective castings will be permitted. :x.11 unfinished edges
of castings shall be neatly cast with suitable ro,_inded inci all inside
.in^1es ha` e the plans.
smoothness
?2161ed. A1:
disassembling the pipes which pass through it. Aluminum planks fabricated in
sections shall have end closure strips. Aluminum plank type grating shall be as
manufactured by Borden Metal Products Company, Washington Aluminum Co., or equal.
(e) Handrails shall be Type I or Type II at the option of the Contractor
unless Type I or Type II is specifically shown on the plans. All handrails shall
meet the requirements of OSHA. Type I handrails shall be a welded system fabricated
of 14-inch OD, Schedule 40 aluminum pipe which conforms to the requirements of ASTM
Specification 6063. Welding shall be the Tungston type-inert gas method and shall
be by a welder certified for aluminum work. Finish shall be "mill finish" without
deep scratches or burrs. Type I handrails shall be a mechanically fastened
system. Rails, posts, and formed elbows shall be fabricated of extruded 14-inch
OD, Schedule 40 aluminum pipe which conforms to the requirements of ASTM
Specification 6063. All other aluminum parts shall be fabricated of cast aluminum
which conforms to the requirements of ASTM Specification 6063 or 6061. Fittings
shall be one-piece castings machined to final shape. All fasteners shall be
furnished by the handrail manufacturer and shall be of Type 305 stainless steel.
Aluminum components shall have a clear stain anodized finish on all exposed
surfaces. The anodized coat thickness shall be 0.4 mils on cast aluminum and 0.7
mils on extruded aluminum. Aluminum pipe and fittings shall be individually packed
for shipment with plastic film which shall not be removed until after installation
and immediately prior to final inspection. Post collars shall be installed on
posts which are set in concrete. Where base mounting is shown on the plans, base
flanges shall be machined from extruded aluminum. Where posts are fastened to
stair stringers, they shall be mounted on bases machined from extruded aluminum.
Type II handrails shall be ReynoRail II as manufactured by Reynolds Metals Co.,
Interna-Rail as manufactured by Hollaender Mfg. Co., or equal.
(f) Chain link fences, including three (3) strands of barbed wire, shall
stand seven (7) feet high above finished grade when erected. Fabric shall be two
(2) inch mesh, nine (9) gauge aluminum coated Class II chain link complying with
ASTM Specification A491 or Class II galvanized chain link complying with ASTM
Specification A392. Tensile strength of fabric wire shall be 80,000 PSI minimum.
Barbed wire shall consist of two 12y gauge stranded line wires with a minimum
aluminum coating weight of 0.30 ounces per square foot of wire surface and 14 gauge
alumimun barbs in a 4 point pattern on 5-inch centers; or barbed wire shall have
a Class II_ galvanized coating conforming to STS! Specification i ". Top and
bottom :ens'on wires shall be 7 gauge spring coi: wire with Class .I aluminum coat
complying with AST.t Specification A491 or Class II galvanized coat complying with
ASTM Specification A392. End, corner and pull posts shall be of 2-71/8-inch OD pipe
5.79 pounds per foot, or 3Y' x 3L" roll formed sections with integral fabric loops,
5.14 pounds per foot. Line posts shall be H-columns weighing 2.7 pounds per foot
or 2-3/8-inch OD Schedule 40 pipe. Posts for swing gates shall be of the following
nominal sizes and weights for single swing gates or one leaf of double gates;
Post Weight
Cate Width Post Size Lbs/Lin. Ft.
Up to 6' 3y" x 3Y' roll form section 5.14
or 2-7/8" OD Pipe 5.79
6 to OD Pipe 9.11
tp J 'S" 7D ?1pe Lp 97
'0
?osts _;na__ be evenly spaced in the :ine of fence no farther apart than 10-feet or,
centers. Cate posts shall extend to the full height of the fence. Braces shall be
1-5/8" OD standard pipe weighing 2.27 pounds per lineal foot and shall be installed
midway between the top tension wire and the ground. They shall extend from each
terminal post to the first adjacent line post. 3-races shall h- securely hastened
os hea" pressed ,tee: connections, en trussed tr. _ine post to
ss _od, - ompla"
ntr.rmedi -
-= -en o- Inv.c x-,11 1 0 ' aressed -?_ ,:a. _ a` . -)ase with
anchor bolts shall be of Type 305 stainless steel.
(f) Chain link fences shall be erected in a workmanlike manner by skilled
mechanics, experienced in erection of this type fence. The fence shall be erected
to lines and grades shown on the plans. All posts shall be set in concrete
foundations in the ground to a minimum depth of three (3) feet. Diameter of the
foundations shall be a minimum of nine (9) inches except for gate posts on which
the minimum diameter shall be three (3) times the outside diameter of the post.
Foundations shall be Class B concrete. Foundations shall extend approximately two
(2) inches above grade and shall slope away from the post to assure proper
drainage. The fabric and barbed wire shall be stretched to proper tension between
terminal posts and securely fastened to framework members as specified herein-
before. The bottom of the fabric shall be held uniformly two (2) inches above
finished grade.
(g) Wire fences shall be erected in a workmanlike manner to the lines and
grades shown on the plans. Where wooden posts are used, corner and pull posts
shall be braced as shown on the plans. Where steel posts are used, corner and pull
posts shall be braced and set in concrete foundations in the ground to a minimum
depth of 2 feet. Diameter of foundations shall be 9-inches. The fabric and barbed
wire shall be stretched to proper tension between terminal posts and securely
stapled or fastened to posts.
7.05 Coating and Painting
(a) Miscellaneous metals shall be painted in accordance with the applicable
requirements of Item VIII of these specifications.
(b) Cast iron frames and covers shall be cleaned by shot blasting and shall
not be shop painted.
7.06 Payment
(a) No separate payment will be made for Miscellaneous Metal Work furnished
and installed under these specifications, but this work shall be included in the
lump sum payment for the Treatment Plant/Pumping Station/other facilities, as
applicable.
STD-MISC
castings shall be annealed to remove internal stress before being machined. All
castings shall have the mark number and heat number cast on them. All parts called
for on the plans as galvanized shall be coated to conform to the requirements of
ASTM Specification A123. Cast iron frames aid covers shall be of the types and
sizes shown on the plans. Iron castings shall be installed as shown on the plans.
All surfaces shall be accurately set to the line and grade shown on the plans and
carefully leveled unless otherwise shown. Castings to be embedded in concrete
shall be firmly and properly supported until the concrete has been placed around
them and hardened. Castings to be embedded in brick masonry shall be inserted as
the work progresses. Care shall be exercised in bolting castings to prevent
misalignment or springing of any of the parts.
(b) Fabrication and workmanship for structural steel, including welding,
shall conform to the requirements of Part V, Fabrication of the American Institute
of Steel Construction Specification for the Design, Fabrication and Erection of
Structural Steel for Buildings. Bearing surfaces shall be planed to true beds.
All columns and bearing stiffeners shall be milled to give full bearing over the
cross section. Column base plates 2-inches or less in thickness may be used without
planing; plates between 2-inches and 4-inches in thickness may be straightened by
pressing, or they may be planed, plates over 4-inches thick must be planed. It
shall not be necessary to plane bottom surfaces of plates on grout beds. Methods
of erecting structural steel shall conform to the requirements of Section 7,
Erection of the American Institute of Steel Construction Specifications for the
Design, Fabrication and Erection of Structural Steel for Buildings. Column bases
and beam plates 12-inches x 12-inches and larger shall be set on steel wedges or
angle screeds to accurate elevations approximately 14-inches clear of masonry and
shall be grouted in place. Wooden wedges shall not be used. All base plates over
20-inches shall be set on angle screeds. All base plates over 30-inches in both
directions shall have two 2-inch grout holes. Steel surrounding elevator shafts
shall be allowed a variation of 1:1,000 from plumb. All other steel shall be level
or plumb within a tolerance of 1:500. Loose lintels shall be placed in masonry or
formed in concrete as the work progresses, Field errors shall not be corrected by
burning unless specifically so authorized by the Engineer.
(c) Structural aluminum ladders and safety cages shat: ;lave bolted con-
nections using stainless steel bolts, nuts, and' -washers.
(d) 1.dhere aratinzs are installed in concrete, i sha:_ be supported by
anchored bearing angles on all sides. Bearing ang'ies shah be -hr same material
as the grating. The width of the horizontal le-7 of the bear'_:._. angles shall be
equal to at least twice the depth of the grating it supports. -ompleted sections
shall be level and true so as to rest firmly on the bearing angles along the entire
contact surface. Bearing angles and anchors shall be accurate-,: set to the line
and grade shown on the plans, leveled and rigidly supported by suitable means until
the concrete has been placed around them and has hardened. Vnere aluminum angles
are to be in contact with concrete, the contact surfaces sha'l'l oe painted with 1
coat of 89 Tneme-Grip Prime plus 2 coats of 449 7nemec Heavy D!:-:r Black or equal.
Where adjustable fastening devices, clips, etc., are required for connections to
I-beams or other work, such fastenings or devices shall be ills-alled as detailed
on the shop drawings.
(e) Handrails shall be installer in the s'_::es and i- - __?clations shown on
tha plans. Handrails sham be riJid a•,.! -rue _-1es s:. aos-., shall be
sint,le unsoliced a.ve :? eces -h -, __ .a _ e ie .,
., possible
ld a single unspiiced Ler,th siia-1 he at_acne. _.> _i .,osts where
possible. The lower rail shall be a single unscliced leng-h `.,,-..een posts. Post
spacing shall not exceed 6'-0" on center. Posts supported b•. concrete shall be
inserted in a 2?i-inch OD aluminum pipe sleeves, previously se- during placing of
concrete and caulked with non-shrink grout. Pipe sleeves and. -_.e bottom of posts
which are in contact with concrete or rout shat: !Jain-ed
..a `. 0p :;'. pain,.. Toe. ' _.. .. ..ne' COaC Of COai.
3_'_? ?nstalle(.i
rails o!.
screws, and

ITEM VIII PAINTING
8.01 co e
(a) The work included in this item shall consist of furnishing materials and
the performance of painting work and other work incidental thereto as required for
the proper painting of exposed piping, miscellaneous metals, mechanical equipment,
buildings, and exposed electrical conduit specified in Item IV, VII, IX, X, and XI,
respectively, of these specifications.
(b) Galvanized steel and non-ferrous metals, concrete, and concrete blocks
shall not be painted unless such painting is specified in the Special Conditions,
Item X (Buildings) or Item XI (Electrical Equipment and Wiring).
(c) This item shall not include factory baked-on enamel nor other special
factory applied finishes.
8.02 Surface Preparation
(a) Surfaces to be painted shall have all rust, dust, mill scale, and other
foreign substances removed prior to painting. Surfaces shall be clean and dry when
painted.
(b) Ferrous metal surfaces shall be prepared for painting in accordance with
one of the following specifications of the Steel Structure Painting Council which
is specifically designated hereinafter in Paragraph 8.08, Painting Systems.
(1) SSPC-SP 1 Solvent Cleaning
(2) SSPC-SP 2 Hand Tool Cleaning
(3) SSPC-SP 3 Power Tool Cleaning
(4) SSPC-SP 5 White Metal Blast Cleaning
(5) SSPC-SP 6 Commercial Blast Cleaning
(6) SSPC-SP 7 Brush-off Blast Cleaning
(7) SSPC-SP 8 Pickling
(8) SSPC-SP 10 Near White Blast Cleaning
(c) 'Where surfaces are to be painted with field coats onlv, surfaces shall
be prepared in the field.
(d) Galvanized steel and non-ferrous metal surfaces shall be cleaned in
accordance with Specification SSPC-SP 1 Solvent Cleaning. Solvents shall be
mineral spirits or other paraffin-free solvents having a flash point higher than
100°F.
(e) Wood surfaces shall be thoroughly cleaned of dust, dirt, oil, grease,
and other foreign substances. Wood trim shall be sandpapered to a fine finish and
wiped clean of dust.
(f) Concrete concrete blocks and wallboard or other drywall surfaces shall
be cleaned so that they are free of dust, form oil, curing compound, and any other
foreign matter which will interfere with the bond of the paint materials.
Concrete floors shall be etched with a solution of muriatic acid (15% or 20% or
stronger) until a granular effect is obtained. After etching, the surfaces shall
be flushed clean with water. Concrete wall surfaces which are to be submergec.
shal-` be sandblasted so that all loose materials are removed and a granular effec`
_s ob_._ned. Sandblasting shall be similar `o Brush-off Blast Cleaning (SSPC-S_''
,surface preparation shall not begin on poured concrete surfaces until the coneret
has been in place at least 28 days. Concrete surfaces shall not be coated when the
moisture content is above 14 percent when checked with a drywall moisture meter.
3.03 Paint Materials
al ?ain7 materials shall be as manufactured by Indurall Coatings, Inc
_..._.._,ham.. Alabama; Kop-Coat, 7 nc. , St. Louis. Missouri. ; Tnemec Company, Inc
8.07 Field _Touch-U
(a) Abrasions and scratches in prime coats, field welds, etc. shall be
cleaned in accordance with SSPC-SP 2 Hand Cleaning, SSPC-SP 3 Power Tool Cleaning,
or SSPC-SP 7 Brush-off Blast Cleaning. Cleaning must remove all rust and other
foreign substances. Immediately after cleaning, these areas shall be given one
coat of the primer specified hereinafter in Paragraph 8.08, Painting Systems.
8.08 Painting Systems
(a) Painting systems shall consist of surface preparation, pretreatments,
prime coats, field touch-up, and finish coats. Surface preparation and pretreat-
ments shall conform to the requirements of Paragraphs 8.02 and 8.05, respectively,
of this item of the specifications. Field touch-up is required when the prime coat
is shop-applied.
FERROUS METALS
(b) PAINTING SYSTEM NO. 1 shall be applied to NON-SUBMERGED INTERIOR AND
EXTERIOR FERROUS METAL SURFACES NOT SUBJECT TO SEVERE MOISTURE including handrails,
air blowers, air piping, electric motors, cranes, hoists, rails, doors and frames,
and miscellaneous metals. Painting System No. 1 shall be a phenolic/polyurethane,
epoxy/acrylic, or alkyd system consisting of:
(1) Surface preparation, Commercial Blast Cleaning (SSPC-SP 6) and
(2) Indurall Induron P30 Universal Primer shop primer (one coat)
applied to a 1.5 minimum dry mil thickness (MDMT) per coat; field touch-up using
shop primer materials; and two field coats of Indurall Induron Indurlux
Polyurethane Enamel applied to a 1.5 MDMT per coat, or
(3) Kop-Coat 340 Gold Primer shop primer (one coat) applied to a 2.0
MDMT per coat; field touch-up using shop primer materials; and two field coats of
Kop-Coat 600 Acrylic applied to a 1.5 MDMT per coat, or
(4) Tnemec 37H Chem-Prime H.S. shop primer (one coat) applied to a 2.:
MDMT per coat; field touch-up using shop primer materials; and :-o field coats of
Tnemec Series 2H Color Hi-Build Tneme-Gloss applied to a 2.0 MDMT per coat.
(c) PAINTING SYSTEM NO. 2 shall be applied to NON-SUBMERGED INTERIOR AND
EXTERIOR FERROUS METAL SURFACES SUBJECT TO SEVERE MOISTURE including clarifier and
other basin bridges, pumps, and water, sewage, and sludge piping and valves.
Painting System No. 2 shall be a epoxy/aliphatic polyurethane system consisting of:
(1) Surface preparation, Commercial Blast Cleaning (SSPC-SP 6) and
(2) Indurall Perma-Clean II Epoxy Primer shop primer (one coat) appliec'.
to a 2.0 MDMT per coat; field touch-up using shop primer materials; Indurall Perma-
C1ean -1 System intermediate field coat (one coat) applied to a =.0 MDMT per coat:
and Indurall Indurethane :500 Enamel final - eld coat 'one coat) applied to a
MDMT per coat, cr
(3) Kop Coat Gold Primer shop primer (one coat) applied to a 2.0 MDMT
per coat; field touch-up using shop primer materials; Kop Coat Hi-Guard Epoxy
Coating intermediate field coat (one coat) applied to a 4.0 MDMT per coat; and Kop
Croat 1122BRS Linear Polyurethane final field coat (one coat) applied to a 2.0 MDMT
per coat, or
North Kansas City, Mo.; whose products are specified by name and type in each
painting system; paint materials of the same type and quality specified as
manufactured by Sherwin-Williams Co., Devoe & Raynolds Co., The Valspar Corp., or
equal. All paint materials shall be supplied by the same manufacturer.
(b) Paint materials shall be in original sealed containers bearing the
manufacturer's labels. Colors, where not specified, will be selected by the
Engineer.
(c) Paint materials shall be stored and mixed in an area designated
exclusively for the purpose. The area shall be located away from open flames, be
well ventilated, ambient temperature be not allowed to drop below 450F, and shall
comply with the requirements of OSHA.
8.04 Paint Application
(a) The Contractor shall furnish the services of a trained field repre-
sentative of the paint manufacturer to advise painters on the usage of all paints.
Field painting will not be allowed until this representative is on the project
site. Painting methods shall be in accordance with the plant manufacturer's
written recommendations.
(b) Painting shall be done on clean and dry surfaces in a manner to produce
an even film of uniform thickness and color, free of holidays, voids, pinholes,
brush marks, laps, runs, and other visible defects. Edges, corners, crevices, and
ledges shall be finished with the same full coverage as the visible surfaces.
Each coat shall be dry before the application of additional coats.
(c) Prime coats shall be applied to metal surfaces no longer than eight
hours after cleaning.
(d) Paint shall be applied when the substrate temperature and ambient air
temperature is a minimum of 50°F and is expected not to decrease for at least two
hours after application. The substrate temperature must be a minimum of 50F above
dew point for a period of at least two hours after application.
(e) All surfaces adjacent to painting operations shall be protected to
prevent damage or discolorations by splashing or dripping paint, brush contact,
overspray, etc. All hardware escutcheons, electrical device plates, etc., shall
be removed before painting. Any paint spots or drippings, oils, or stains on
adjacent painted, or unpainted surfaces shall be removed and a'_'- surfaces left in
good condition.
(f) Galvanized steel and non-ferrous metal materials which are to be painted
and which will be embedded in, or covered by other construction shall have their
surfaces prepared and prime coat applied after fabrication and prior to instal-
lation.
8.05 Pretreatments
(a) Surfaces which require pretreatment prior to the application of the
prime coat shall be given such pretreatment as specified hereinafter and as
recommended by the paint manufacturer.
(b) Galvanized steel and non-ferrous metal surfaces shall be pretreated as
specified hereinafter in Paragraph 8.08, Painting Svstems.
(c) Wooden surfaces which have knots and pitch streaks ;where such are
allowed . shall be sealed with one coat of sealer equal ,estern Pin,•
Associa=ion formula, WP-578, or white shellac varnish. No door surfaces
including edges, shall be sealed with one coat of sealer immediate:,: after fitting.
8.06 Prime Coats
(a) Prime coats shall be applied in the shops of the oioe manufacturer,
materials fabricator, and equipment manufacturer or in the _'_e'_d as specified
:Zereinatar in Paragraph 8.08, Painting Svstems.

a-
(2) ndu a U Super Latex field coats
one gallon per 300 square feet per coat, or
(3) o - oat 600 Acrylic field coats
one gallon per 300 square feet per coat, or
(two coats) applied at a rate of
(two coats) applied at a rate of
(4) ne c Tneme-Cryl field coats (two coats) applied at a rate of one
gallon per 300 square feet per coat.
WOOD
(g) PAINTING SYSTEM N0. 6 shall be applied to INTERIOR WOOD SURFACES.
Painting System No. 6 shall be an alkyd or epoxy/alkyd system consisting of:
(1) Indurall 101 Primer, White H-1400 field primer (one coat) applied
at a rate of one gallon per 350 square feet per coat and two field coats of
Indurall Alkisheen Semi-Gloss Enamel applied at a rate of one gallon per 400 square
feet per coat, or
(2) Kop-Coat 340 Gold Primer field primer (one coat) applied at a rate
of one gallon per 400 square feet per coat and two field coats of Glamortex 501
Enamel applied at a rate of one gallon per 400 square foot per coat, or
(3) Tnemec 36-603 Undercoater field primer (one coat) applied at a rate
of one gallon per 400 square feet per coat and one field coat of Tnemec 23-Color
Enduratone applied at a rate of one gallon per 400 square feet.
(h) PAINTING SYSTEM NO. 7 shall be applied to EXTERIOR WOOD SURFACES.
Painting System No. 7 shall be an alkyd/latex or alkyd system consisting of:
(1) Indurall 101 Primer, White H-1400 field primer (one coat) applied
at a rate of one gallon per 350 square feet per coat and two field coats of
Indurall Super Latex applied at a rate of one gallon per 300 square feet per coat,
or
(2) Kop-Coat Rustarmor Speed thinned 20 percent with Kop-Coat Thinner
4000 field primer (one coat) applied at a rate of one gallon per 500 square fee:.
per coat and two field coats of Rustarmor Speed applied at a rate of one gallon per
400 square feet per coat, or
(3) Tnemec 36-603 Undercoater field primer (one coat) applied at a rate
of one gallon per 400 square feet per coat and one field coat of Tnemec 23-Color
Enduratone applied at a rate of one gallon per 400 square feet.
CONCRETE
(i) PAINTING SYSTEM NO. 8 shall be applied to SUBMERGED CONCRETE SURFACES
only when specified in the Special Conditions. Painting System No. 8 shall be all
epoxy system consisting of:
1) Surface preparation, sandblasting (See Paraz=aph 8.02(f)), ar(:
2) Epoxy (100%) filler or grout applied at a rate to properly fill -
,l:-voids and :o produce a smooth surface and two field coats of Indurall Induron
Perma-Clean II Semi-Gloss Epoxy applied at a rate of 5.0 MDMT per cost, or
;3) Epoxy (100%) filler or grout applied at a rate to properly fill th'
voids and .o produce a smooth surface and two field coats of Kop-Coat HI-GAR_
ao `1D`1T per coat, or

•.
19 (4) a ec Series 66 Epoxoline shop primer (one coat) applied to a 2.0
MDMT per coat; field touch-up using shop primer materials; Tnemec Series 66
Epoxoline intermediate field coat (one coat) applied to a 4.0 MDMT per coat; and
Tnemec Series 70 Endura-Shield final field coat (one coat) applied to a 2.0 MDMT
per coat.
(d) PAINTING SYSTEM NO. 3 shall be applied to FERROUS METAL SURFACES
SUBMERGED IN POTABLE WATER including screens, clarifier and sludge thickener
mechanisms, settling basin equipment, weirs, troughs, pipe, valves, gates, and
miscellaneous metals. Painting System No. 3 shall be an epoxy system certified by
EPA or NSF and consisting of:
(1) Surface preparation, Pickling (SSPC-SP 8) or Near White Blast
Cleaning (SSPC-SP 10) and
(2) Indurall Induron 54 Epoxy Primer shop primer (one coat) applied to
an 5.0 MDMT per coat; field touch-up using shop primer materials; and two field
coats of Indurall Induron 54 Epoxy Intermediate/Finish applied to an 5.0 MDMT per
coat,
(3) Kop-Coat 340 Gold Primer shop primer (one coat) applied to a 3.0
MDMT per coat; field touch-up using shop primer materials; and two field coats of
Kop-Coat HI-GARD Epoxy applied to a 6.0 MDMT per coat, or
(4) Tnemec 20-1255 Pota-Pox shop primer (one coat) applied to a 5.0
MDMT; field touch-up using shop primer materials; and two field coats of Tnemec 20-
AA90 Pota-Pox Finish applied to a 5.0 MDMT per coat.
(e) PAINTING SYSTEM NO. 4 shall be applied to FERROUS METAL SURFACES
SUBMERGED IN WASTEWATER including screens, clarifier and sludge thickener mechan-
isms, settling basin equipment, weirs, troughs,, pipe, valves, gates, and miscel-
laneous metals. Painting System No. 4 shall be an epoxy system consisting of:
(1) Surface preparation, Pickling (SSPC-SP 8) or Near White Blast
Cleaning (SSPC-SP 10) and
(2) Indurall Induron Prima-Clean II Epoxy Primer shop rimer (one coat)
applied to an 5.0 MDMT per coat; field touch-up using shop primer materials; and
two field coats of Indurall Induron Perma-Clean II Semi-Gloss Epoxy applied at a
rate of 5.0 MDMT per coat, or
(3) Kop-Coat 340 Gold Primer shop primer (one coat) applied to a 3.0
MDMT per coat; field touch-up using shop primer materials; and two field coats of
Kop-Coat HI-GARD Epoxy applied to a 6.0 MDMT per coat, or
(4) Tnemec 104-1255 H.S. Epoxy shop primer (one coat) applied to a 5.0
MDMT per coat; field touch-up using shop primer materials; and two field coats of
Tnemec 104 Color H.S. Epoxy applied to a MDMT of 5.0 MDMT.
GALVANIZED STEEL AND NON-FERROUS METALS
*7) PAINTING SYSTEM NO. 5 shall be applied to GALVANIZED STEEL AND NON-
FERROUS METAL SURFACES only when specified in the Special Conditions, Item X
(Buildings), or Item XI (Electrical Equipment and Wiring). Painting System No. 5
shall be a latex or acrylic system consisting of:
1) Surface Preparation, Solvent Cleaning (SSPC-S? '_) and
0,

of one gallon per 300 square feet per coat, or
(4) e c Series 54 Latex Masonry Filler first field coat (one coat)
applied at a rate to properly fill the voids and produce a smooth surface and two
field coats of Tnemec Series 6 Tneme-Cryl applied at a rate of one gallon per 300
square feet per coat.
(m) PAINTING SYSTEM NO. 12 shall be applied to WALLBOARD OR OTHER DRYWALL
SURFACES. Painting System No. 12 shall be a latex, alkyd, or acrylic system
consisting of:
(1) Surface preparation, (See Paragraph 8.02(f)), and
(2) Indurall Vinasheen Superior Interior Flat Finish field coats (two
coats) applied at a rate of one gallon per 300 square feet per coat, or
(3) Kop-Coat Glamortex 501 thinned 10 percent with Kop-Coat Thinner
4000 field coats (two coats) applied at a rate of one gallon per square feet per
coat, or
(4) Tnemec Series 6 Tneme-Cryl field coats (two coats) applied at a
rate of one gallon per 300 square feet per coat.
8.09 Standard Specifications
(a) This item, Item VIII, is a standard specification for painting water and
wastewater treatment plants and pumping stations and may indicate items or surfaces
to be painted which are not applicable to each project, in which case the painting
of such items or surfaces shall be disregarded.
8.10 payment
(a) No separate payment will be made for painting performed under these
specifications, but shall be included in the lump sum payment or payments for the
Treatment Plant/Pumping Station/other facilities, as applicable.
STD-PANT

A
(4) Tnemec 63-1500 Filler and Surfacer first field coat (one coat)
applied at a rate to properly fill all voids and produce a smooth surface; Tnemec
104-1255 H.S. Epoxy intermediate field coat (one coat) applied to a 5.0 MDMT per
coat; and Tnemec 104-Color H.S. Epoxy final field coat (one coat) applied to a 5.0
MDMT per coat.
(j) PAINTING SYSTEM NO. 9 shall be applied to CONCRETE FLOOR SURFACES only
when specified in the Special Conditions or Item X (Buildings). Painting System
No. 9 shall be an epoxy system consisting of:
(1) Surface preparation, etching (See Paragraph 8.02(f)), and
(2) Indurall Induron Perma Clean II Finish Epoxy field coats (two
coats) applied to a 2.0 MDMT per coat, or
(3) Kop-Coat Glamorglaze 200 Epoxy field coats (two coats) applied to
a 2.0 MDMT per coat, or
(4) Tnemec 67-Color first field coat (one coat) applied to a 2.0 MDMT
per coat and Tnemec S67-Color final field coat (one coat) applied to a 2.0 MDMT per
coat.
(k) PAINTING SYSTEM NO. 10 shall be applied to INTERIOR CONCRETE BLOCK
SURFACES only when specified in the Special Conditions or Item X (Buildings).
Painting System No. 10 shall be a polyvinyl acetate/latex or acrylic system
consisting of:
(1) Surface preparation, (See Paragraph 8.02(f)), and
(2) Indurall PVA Block Filler P-1117 first field coat (one coat)
applied at a rate to properly fill the voids and to produce a smooth surface and
two field coats of Indurall Vinaflex Superior Interior Flat Finish applied at a
rate of one gallon per 300 square feet per coat, or
(3) Kop-Coat Concrete and Masonry Filler first field coat (one coat)
applied at a rate to properly fill the voids and produce a smooth surface and two
field coats of Kop-Coat 600 Interior-Exterior Acrylic Emulsion applied at a rate
of one gallon per 300 square feet per coat, or
(4) Tnemec Series 130 Masonry Filler first field coat (one coat)
applied at a rate to fill the voids and to produce a smooth surface and two field
coats of Tnemec Series 6 Tneme-Cryl applied at a rate of one gallon per 300 square
feet per coat.
(1) PAINTING SYSTEM NO. 11 shall be applied to EXTERIOR CONCRETE BLOCK
SURFACES only when specified in the Special Conditions or Item X (Buildings).
Painting System No. 11 shall be a urethane/acrylic latex, acrylic, or acrylic
latex/acrylic system consisting of:
(1) Surface preparation, (See Paragraph 8.02(f)`. and
(2) Indurall Polyfill Block Filler first field coat gone coat) applied.
at a rate to properly fill the voids and to produce a smooth surface and two field
coats of Indurall Super Latex applied at a rate of one gallon per 300 square feet
per coat, or
(3) Kop-Coat Concrete and Masonrv 7i11er first field coat (one coat`
applie? a- a rate to properlv fill the voids and produce a smoe-n surface and tw;
?:eid :oa-? of Kop-,oat 600 Interior-Exterior =crylic Emulsion applied at a rar.,

b
13.01 &=
(a) The work covered by this item shall consist of the construction of one submersible
grinder pumping station, complete, ready for operation. The station shall consist essentially of two
submersible sewage grinder pumps, guide rails, access frames and covers, motor control center, hoist,
and wet well structure.
(b) Preparation and grading of site and excavation; concrete and steel reinforcement;
valves and piping; access road; grassing and planting, miscellaneous metal work; and painting shall
conform to the requirements of Items I, II, IV, V, VI, VII, and VIII, respectively, of these
specifications.
13.02 General
(a) Pumps and other equipment shall be new and unused, designed for the service
intended, and shall be suitable for installation and efficient operation within the space and under the
conditions shown on the plans and specified herein.
(b) All structural steel work in mechanical equipment shall comply with the requirements
of the American Institute of Steel Construction Specifications for the Design, Fabrication, and
Erection of Structural Steel for Buildings.
(c) The Contractor shall furnish the services of competent engineering representative of
the manufacturer of the pumps to inspect their installation and supervise initial operation. Upon
completion of such supervision, the manufacturer's representative shall provide the Engineer a signed
certificate which states that the pumps have been checked, that they perform satisfactorily; and that
they meet the requirements of the specifications. This certificate shall show the name of the pump
manufacturer and the name of the company or firm by which the representative is employed.
(d) The Contractor shall furnish to the Engineer six (6) copies of drawings of equipment
to be furnished; foundation plans, number and position of all anchor bolts, manufacturer's
specifications, parts lists, descriptive literature, complete electrical data and control diagrams, and
operating and maintenance instructions. Six (6) copies of performance curves shall also be furnished
for the pumping equipment, showing the condition point, shut-off head, the impeller diameter, the
pump speed, and the horsepower. Descriptive literature and operating and maintenance instructions
shall be fiirnished at the same time equipment drawings are fiirnished. This material shall be fiirnished
in suitable binders.
S-13-1

d
13.03 Submersible Sewage Grinder Pumps
(a) Submersible sewage grinder pumps shall be capable of macerating raw, unscreened
sewage. The discharge connection elbows shall be permanently installed in the wet well along with
the discharge piping. The pumps shall be automatically connected to the discharge connection elbows
when lowered into place and shall be easily removed for inspection and service. Installation and
removal of pumps shall not require personnel to enter the wet well. Sealing of the pump units to
discharge connections shall be accomplished by linear downward motion of the pumps. The pump,
with its appurtenances and cable, shall be capable of continuous submergence in water to depths of
231 feet without leakage.
(b) Each of the two submersible sewage grinder pumps shall have a capacity of 30 gpm
at a TDH of 72 feet (Condition 1) and a capacity of 50 gpm at a TDH of 60 feet (Condition 2). The
minimum efficiency at Condition 1 shall be 25%. The motor size shall be 3 HP. The maximum pump
motor speed shall be 3,450 rpm. Motors shall be suitable for 460 vQh, 60 Hz, 3-phase current
operation.
(c) Pumps, motors, pump discharge connections, discharge elbows, guide rails, float
switches with electrical cable, and pump guides shall be designed for Class 1, Groups C and D,
Division 1, hazardous locations, as defined by the National Electrical Code and shall be so certified
by an independent laboratory.
(d) All bolts, machine screws, nuts, lockwashers, and other hardware used in the assembly
of discharge elbows, guide rails, pump guides, and access frames and covers shall be of stainless steel.
(e) Pumps shall be constructed of cast iron which complies with the requirements of
ASTNI Specification A48, Class 30. All pump openings and passages, including impellers, shall be
of adequate sizes to pass spheres at least one and one half inches (1.5") in diameter Impellers shall
be the recessed, enclosed or open type having a minimum number of vanes and shall be of cast iron
construction, dynamically balanced. Stainless steel impeller wearing rings with mating stainless steel
case wearing rings shall be provided on the suction end of enclosed impellers. Shaft support rings
shall be provided on the inboard side of open impellers. Impellers shall be mounted on the stainless
steel motor shaft. An oil chamber and two mechanical-seals shall seal the motor from the pump
liquid. Moisture detection probes shall be mounted in the oil chamber which are interlocked with the
motor to shut down the pump and turn on a warning light on the motor control center when moisture
is present in the oil chamber. Thermistors mounted in the bottom of the stator housing may be used
instead of the moisture detection probes. Mechanical Seals shall consist of upper and lower seals.
Upper seals shall have ceramic stationary faces and carbon rotating faces Nvith stainless steel springs.
Lower seals shall have tungsten carbide stationary and rotating faces with stainless steel springs.
Dischar(ge connections shall have contact surfaces of non-sparking materials. Dischargge elbow shall
be of cast iron with integral bases for anchoring and supporting pumps and rioin_ Flanges shall
2ontonr, the requirements of.-\?,Sf lr'

r N
The metal contact surfaces shall be of non-sparking materials. Pump guides shall be of bronze. The
entire pump units shall be designed for Class 1, Groups C and D, Division 1, hazardous locations,
as defined by the National Electrical Code and shall be so certified by an independent laboratory,
so that forced wet well ventilation and redundant cut-off switches are not required. A welded,
hot-dipped galvanized steel rhl of adequate size shall be permanently attached to each pump.
Provisions shall be made for attaching the upper end of each chain to the wet well access frame
and cover.
(0 Submersible pump motors shall be designed for Class 1, Groups C and D, Division
1, hazardous locations as defined by the National Electric Code and shall be so certified by an
independent laboratory. Motors shall be explosion proof, squirrel cage induction type housed in
an air-filled cast iron watertight enclosure. The enclosure shall be sealed by "0"-rings and shall
have rabbet joints with a large overlap. Cable leads shall be epoxy sealed. The motor shaft
extension
shall be stainless steel, impervious to the liquid and waste materials being pumped. All external
hardware including motor nameplates shall be made of stainless steel. Motors shall be NEMA
Design B; insulation shall be Special Class F rated for continuous duty in 40°C liquids; shall have
a 1.15 service factor; shall be equipped with winding thermostats; shall be capable of operating for
15 minutes in air at nameplate horsepower, and shall be capable of 15 starts per hour. The pumps
shall be furnished with power and control cords of sufficient length to connect to the motor
control center. The pump motors shall be sized so that they will not be overloaded at their rated
capacity at any point on the pump performance curve.
(g) Submersible sewage grinder shall be manufactured by the F.E. Meyers Co., Hydro-
O-NIatic Pump Division, or equal.
13.04 Guide Rails
(a) Guide rails shall be of hot-dipped galvanized steel which shall be attached to the
access frame and cover by brackets.
1 1.05 Access Frame and Cover
(a) The wet well access frame and covers shall be single door hatches of all aluminum
constriction. They shall be of the sizes shown on the plans or selected by the pump
manufacturer. Covers shall be of checkered plate. Stainless steel torsion springs shall hold doors
in open position. Entrance shall be by a removable key A handle on the inside shall permit inside
door opening.
! ? ?)r blot or ntroI renter
?a) The motor control center shall control the operation of the two pumps. The motor
control center shall contain starters for each pump, pump alternation and level sensing circuits,
alarm circuits, and control devices as specified and as required. The motor control center shall
also cwitain a l ? anup_ 120 volt duplex receptacle with a capacity of at least SIVI volt amperes.

(b) Each pump starter shall be a combination magnetic full voltage circuit breaker type
with magnetic trip circuit breaker and thermal overload elements in each phase. The circuit
breaker and overload elements shall be selected and set for the nameplate characteristics of the
motor
furnished and not "typical" values. The starter shall be UL listed for use on a system with
available fault current of at least 22,000 amperes.
(c) Float switches in the wet well shall be connected to intrinsically safe relays. Relays
shall be provided for pump stop, pump start, and high water alarm points. Controls shall provide
for automatic alternation of the pumps after each pump run cycle. Controls shall only allow one
pump to run at a time. Failure of the duty pump shall cause the standby pump to run.
(d) The alarm circuits shall activate an audible alarm signal and a flashing alarm light
on top of the motor control center. Silence and test pushbuttons shall be provided for the alarm
circuits. Alarm shall be activated by the failure of either pump, moisture in pump oil chamber,
pump motor over temperature, or high water. Circuits as recommended by the submersible motor
manufacturer shall be used to sense moisture in the oil chamber. Detection of moisture or motor
over temperature shall cause the motor to be taken out of service which shall be restarted only by
manual means.
(e) Control circuits shall operate at 120 volts from a fused control transformer.
Devices for each motor shall include a hand-off-automatic selector switch, an elapsed time meter,
and a current transformer driven ammeter. A phase failure/phase reversal relay shall be furnished
to remove both pumps from service. The relay shall operate if voltage on any phase drops below
85% of nominal voltage. Drop out point shall be adjustable over a range of at least 80 to 95% of
nominal. Pump operation which is interrupted because of power failure shall re-start
automatically upon power restoration. Pilot lights shall be furnished to indicate phase failure, high
water, and moisture seal failure.
f) The motor control center shall be assembled in a NEMA 4 enclosure suitable for
pole mounting Enclosure shall feature a hinged outer door with key operated cylinder lock and a
hinged inner door containing all control devices. All breakers, overload resets, etc. shall be
operable ,vithout opening the inner door. All control devices shall be identified with an engraved
laminated nameplate permanently attached. Internal wiring shall be permanently identified with
wire and terminal numbers and grouped and tied to present a neat appearance. The complete
motor control center shall be suitable for use on the voltage shown for the pump motors
elsewhere in these specifications and shall comply with all requirements of the National Electrical
Code or any state or local ordinances. The enclosure shall be painted in the shop of its
manufacturer.
`,- 1 3-4
r 1? .
A
13.07 Float Switches
(a) Three float switches shall be provided for the station. They shall be mercury
encapsulated type and sealed within a polyurethane ball. A weight shall be provided for each float
switch. A single stainless steel bracket shall hold the three float switches. Float switches and
electrical cable shall be certified by an independent laboratory for Class 1, Groups C and D,
Division 1, hazardous locations as defined by the National Electric Code. Float switches shall be
furnished with sufficient cord to connect to the motor control center.
13.08 Electrical Wir=
(a) The electrical wiring shall consist of a service pole (or service mounting frame for
underground power supply) , service entrance, main breaker, power wiring to pump control panel,
power and control wiring to the pumps, grounding system and metering provisions as required by
the electric utility. All wiring shall comply with the requirements of the National Electrical Code,
any state or local codes or ordinances, and the electric utility company. All materials shall be
listed by Underwriters Laboratories and shall be new and delivered to the job in its original
cartons. All conduits shall be rigid galvanized steel, minimum, 3/4" trade size, meeting UL and
ANSI standards. Conduit fittings shall be plated malleable iron or cast aluminum. All power and
control conductors shall be Class B stranded copper. Power conductors shall be minimum
number 12 AWG Type RHH-RHW-USE meeting ICEA Standard S-68-516 or 5-66-524.
Control conductors shall be minimum No. 14 AWG Type THHN. Ground conductors shall be
medium soft drawn, stranded copper meeting ASTM Standard B-8. Connectors and terminals
shall he olderless compression or pressure type cast connectors. Below grade ground
connections shall be exothermically welded. All wirinu shall be run in conduit except pump power
and control cords within the wet well.
(b) The service pole, if required, shall be creosoted pine, minimum class 4, with at least
20'/'0' of its length set in earth and firmly tamped. Height, location, and setting depth shall be as
required by the electric utility. For underground power supplies, salt treated 4x4" shall be used to
construct a rectangular frame for panel mounting.
(cl The main breaker shall be an enclosed circuit thermal-maenetic breaker, 3 pole
600,volt labeled as suitable for service equipment. The service shall be protected with a three
pole secondary lightning arrestor connected directly to the grounding system
(d) All wiring methods and materials within the wet well shall comply with code
requirements for Class I, Groups C and D, Division I, hazardous locations. Pump power and
control cords shall be nun from the wet well to the pump control panel underground in conduit.
Conduit and fittings shall be coated with a coal tar protective svstem to four inches above finished
grade onduit shall he sealed around the cord inside :he ,?et well in such a manner that the cord
and ;e;: i. ?)e removed t'rom the cond!.ii, iystem when ,4te pump must he ren,,,,,ved for repair.
S-1 3
? 11
(e) The grounding system shall consist of bare copper conductors, minimum No. 2
AWG bonding together the wet well reinforcing steel, the pump rails, metallic piping, the utility
company neutral conductor, and a driven 3/4" x 10' copper clad ground rod at the service pole.
Grounding bushings shall be used at all conduit terminations in enclosures to ensure ground
continuity.
(0 The Contractor shall coordinate the installation with the electric utility. The
Contractor shall furnish and/or install metering provisions as required by the utility, verify service
voltage, and include in his bid any charges from the utility for providing service to the station.
13.09 Hoist
(a) A winch type removable hoist shall be provided to service both pumps with
appropriate mounting brackets and post sleeves in top slab. The hoist shall be a cable type having
a fabricated steel support frame. It shall have a minimum capacity of 1,500 pounds at 3 feet from
hoist support and 500 lbs at 8 feet. The winch shall have a brake (clutch type) that will hold the
rated load without allowing the crank to reverse rapidly and injure the operator when raising or
lowering the pump. The winch shall be geared at a ratio between 20:1 and 15:1, load raised vs.
force applied to crank handle. The cable end shall be fitted with a grab hook to properly connect
to the lifting chain which is attached to the pump-motor combination. A separate chain shall be
supplied to allow temporary support of the pump while the cable is unhooked from the pump
chain and be attached lower on the chain to raise the pump in incremental lifts. The hoist shall be
capable of 270° rotation with a full load. The hoist shall be mounted to allow 90° clockwise and
180° counter clockwise rotation along center line axis of top slab. The hoist arm shall be long
enouL,h to allow vertical plumb placement of a pump on a truck positioned next to the top slab
with set down area centered three feet off edge of slab.
13.10 Wet Well Structure
(a) The wet well structure shall consist of a precast concrete manhole and poured
concrete of the type and size shown on the plans. The precast manhole sections shall conform to
the applicable requirements of Item IV of these specifications.
13.1 1 Installation and Erection
(a) Pumps and other equipment shall be erected and installed by competent, skilled
mechanics at the exact positions and elevations shown on the plans.
(b) The Contractor shall furnish all necessary oil and grease for the operation of the
equipment during the initial trial operation
Anchor bolts shall be type 304 stainless stee,, accurately placed in the concrete
roundatnons in their exact position and elevation by the use of template;, and all anchor bolt
settins:s shall be carehilly checked before concrete for the foundation is placed.
8- 13-n
n r ? .
J6
(d) All equipment and connecting piping shall be installed in such manner that no
load from the piping will be carried by the pumps.
(e) The Contractor shall properly grout each piece of equipment after it has been
carefully aligned and leveled with steel wedges. The grout shall be poured so as to completely fill
the space between the bottom of the base of the equipment and the top of the foundation. Grout
shall be a non-shrinking type.
(f) After erection, all equipment shall be tested in a manner satisfactory to the
Engineer and any defects or deficiencies found shall be corrected by the Contractor.
13,12 Payment
(a) Payment for the Submersible Sewage Pumping Station, excavation, concrete, and
steel reinforcement, valves and piping, access road, grassing and planting, miscellaneous metals,
and painting completely constructed under these specifications by the Contractor and accepted by
the Engineer shall be made at the lump sum contract price listed under Item XII of the Proposal.
This amount, so paid, shall cover the cost of furnishing all equipment and materials, tools, and
plant; and performing all labor necessary for, or incidental to the construction of the Submersible
Sewage Grinder Pumping Station as specified herein.
8-13-7
I-A l_E? I F& IMI(-;I IT
September 21, 1999 /
Mr. John R. Dornc
y PAYMENT ??`? p
Water Quality Planning 1`ECEIvEg &6N ?
Division of Water Quality
NC Dept. of Environment and Natural Resources /99
4401 Reedy Creek Road k'q k'ET?q , 9
Raleigh, NC 27607q U ?orySFp?p
CT/Jnr
RE: RE-SUBMITTAL Pre-Construction Notification Application
Mountain Area Child and Family ('enter
Pump Station and Force Main
Buncombe County, NC
TBI No. 5903-9901
'vsi A
Dear Mr. Dorney:
Enclosed is A ('HECK FOR $200.00 and seven copies of the completed submittal package to the U.S.
Army Corps of Engineers including the cover letter to David Baker, dated July 27, 1999,permit application
form, the Technical Specifications, 8.5" by I I " plan views of the proposed stream crossing for the above
project.
The NCDENR non-discharge permit application was sent to Mr. Kim Colson on July 27, 1999.
If you should have any questions concerning the project or this application, please contact me at
[phone].
Sincerely
41
William L. Morris, Jr
W LM/bm
cc: Chris Rogers
file: F:\Admin\5903\JDORNEY,WQP92 Ldoc
I.NGINFI:RING & PLANNING CON SUTAAN IS
THE COI ION F.XCIIANGE • 321 N. FRONT SFRLFi' • WILMINGTON, NC 28401 • 910.763.5350 - FAX [phone]
CIIARLOTi'L:, NORI'II CAROLINA • WILMINGTON. NOR[ II CAROLINA- RICIIMOND, VIRGINIA
I n.I ,IWIM' &, I?RIGI I V
August 4, 1999
Water Quality Planning
Division of'Water Quality
NC Dept. of'F,nvironment and Natural Resources
4401 Reedy Creek Road
Raleigh, NC 27607
RE: Pre-Construction Notification Application Submittal
Mountain Area Child and Family Center
Pump Station and Force Main
Buncombe County, NC
'FBI No. 5903-9901
Dear Sirs:

NDS 6.1"JiP "
AH1Y SECT'"'
Enclosed is seven copies of the completed submittal package to the U.S. Army Corps of' Engineers
including the cover letter to David Baker, dated July 27, 1999,pennit application form, the Technical
Specifications, 8.5" by I I " plan views of'the proposed stream crossing for the above project.
The NCDENR non-discharge pen-nit application was sent to Mr. Kim Colson on July 27, 1999.
If you should have any questions concerning the project or this application, please contact me at
[phone].
Sincerely,
William L. Morris, Jr., P.l',. ,
WI,M/bm
cc: Chris Rogers
file: F:\Admin\5903\WQP804.doc
ENGINI.I.RING h I'IANN ING CONSUI:LAN I'S
I I ll: CO"I ]ON I.XCI IAN(;l - :321 N FRON I SIR[ 1:1 • WII-MING LON. NC. 28401 ? 910.763.5350 • I?AX 9107620281
CIIARLOI?1Ii. NORI II CAROLINA • WI IMINGTON, NORIII CAROI INA RRAIMOND. VIRGINIA