WQ0020881_Regional Office Historical File Pre 2018 (3)

LAKE NORMAN STATE PARK
(E&NR Parks and Recreation)
Non -Discharge Permit Application Form
3.43 Acre Spray Irrigation System
Date: 5 December 2001
Prepared for:
4C n' OF
A
RIcSMIRCES
1-E'JRR__G"`?NAL OFj:I�
J4 N 2 5 2002
RECEIVED
WATER QUALITY sEc"n0N
DEC is 0 20,01
NOrl0wharp Peniffing
North Carolina Division of Environmental Management
Water Quality Section
Permits and Engineering Unit
Raleigh, NC
Submitted by:
S&ME, Inc.
3718 Old Battleground Road
Greensboro, NC
27410

Lake Norman State Park Spry Irrigation Permit Application
TABLE OF CONTENTS
Section 1: Permit Application
Section 2: Design Calculations
Section 3: Contract Documents
Appendices
A - Soil Scientist Report (dated 17 April 2001)
B - Revised Soil Scientist Report (dated 4 June 2001)
C - Agronomist Report

State of North Carolina
Department of Environment, Health and Natural Resources
Division of Environmental Management
Non -Discharge Permit Application Form
(THIS FORM MAY BE PHOTOCOPIED FOR USE AS AN ORIGINAL)
SPRAY IRRIGATION DISPOSAL SYSTEMS
I. GENERAL INFORMATION:
1. Applicant's name (please specify the name of the municipality, corporation, individual, etc.):
Lake
2. Print Owners or Signing Official's name and title (the person who is legally responsible for the facility and its compliance):
Mr. William J. Burns Park sunerinundant T .,vp Norman Stare -Park
3. Mailing address:
City: Troutman State1k th r' =a ina Zip: 28166-7631
Telephone Number. ( 70 ) —6350
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters of flow acceptance, Operational Agreements, etc.):
T Norman State Parry CR&MR U rl�g nnA RPrro^tinn ) XPv ewin C banCh Rath
Location of Spray Irrigation Facility (Street Address): off of Stare Park Road within Lake Norman State
Park.
City:. Troutman State: North Carolina Zip: 28166
6. Latitude: N 390 33" n3' ; Longitude w.860 56" 43* of Spray Irrigation Facility
Contact person who can answer questions about application:
Name: Matrhew A r11Rrien Telephone Number. C33 ) 988-7180
8. Application Date: 11/30/01
9. Fee Submitted: 5 400.00 (The permit processing fee should be as specified in 15A NCAC 2H .0205(c)(5).]
10. County(ies) where project is located: TrPrlel l -
II. PERMIT INFORMATION:
1. Application No. (will be completed by DEW:
2. Specify whether project is: % new; renewal*; modification
For renewals, complete only sections I, II, and applicant signature (on page 7). Submit only pages 1, 2, and 7 (original
and three copies of each). Engineer's signature not required for renewal without other modifications.
3. If this application is being submitted as a result of a renewal or modification to an existing permit, list the existing permit
number
and its issue darn
4. Specify whether the applicant is % public or private.
FORM: SIDS 06194 Page I of 8

III. INFORMATION ON WASTEWATER:
1. Nature of Wastewater. 100 % Domestic; % Commercial; % Industrial;
% Other waste (specify):
2. Please provide a one or two word description specifying the origin of the wastewater, such as school, subdivision, hospital,
commercial, industrial, apartments, etc.:
3. If wastewater is not domestic in nature, what level of pretreatment has been provided to ensure protection of the receiving
wastewater treatment facility:
April —Sept: 15,000 gpd
4. Volume of wastewater generated by this project: Oct —March - 200 g1d_ gallons per day
5. Explanation of how the wastewater volume was determined: ApriI —Se temb r - i 900 „-ers /day @ 10 gal/
ricer 1 5 _000 end O tober Mareh 40 nsera%y (a 5 gal/user = 200 gpd _
6. Brief project description: Construction of a public bathroom facility with discharge to a
spray irri ation s stem
IV. FACILITY DESIGN CRITERIA FOR SINGLE FAMILY SPRAY IRRIGATION
1. Number of bedrooms: x 120 GPD per bedroom = gallons (minimum 240 GPD design flow per home).
2. Dimensions of baffled septic tank: ft. by ft. by ft
3. Volume of baffled septic tank: gallons.
4. Check the categories that apply for the sand filter. surface; subsurface; _
in series; in parallel; recirculating; pressure dosed.
5. a) Primary sand filter dimensions: ft. by ft = square feet.
b) Sand filter surface loading rate:
GPD per square foot
single; dual;
6. a) Secondary sand filter dimensions (if applicable) ft. by ft. = square feet.
b) Secondary sand filter surface loading rate (if applicable) GPD per square foot.
7. Type of disinfection:
Volume of contact tank: gallons; and detention time:
minutes
8. Volume of storage provided: gallons; Storage time provided: days
NOTE: A minimum of 5 days storage must be provided in the pump/storage tank.
9. Volume of pump tank: gallons;, number of pumps in pump tank
10. Capacity of pumps in pump tank: GPM
11. Specify which high water alarms have been provided: audible and visual; auto dial
FORM: SIDS 06/94 Page 2 of 8

12. Specify the following information for the spray nozzles: psi; GPM
13. Specify the loading rate recommendation, as determined by the soils scientist:
inches per hour, inches per week; inches per year
14. Specify the square footage of the wetted irrigation area:
and the cover crop:
square feet,
15. Specify the loading rate that will occur on the spray irrigation field:
inches per hour, inches per week; inches per year
16. The project must conform to the following buffers (and all other applicable buffers):
a) 400 feet between wetted area and any residence under separate ownership;
b) 150 feet between wetted area and property lines, 200 feet in coastal areas;
c) 100 feet between wetted area and a potable well;
d) 100 feet between wetted area and drainage ways or surface waters;
e) 50 feet between wetted area and public right -of -ways;
fj 100 feet between wastewater treatment units and a potable well;
g) 50 feet between wastewater treatment units and property lines.
17. If any of the buffers specified in No. IV. 16 above are not being met, please explain how the proposed buffers will provide
equal or better protection of the Waters of the State with no increased potential for nuisance conditions:
18. NOTE: If excavation into bedrock is required for installation of the septic tank or sand filter, the respective pit must be
lined with at least a 10 mil synthetic liner. The engineer's signature and seal on this application acknowledges a
commitment to meet this requirement.
19. The spray irrigation field must be fenced with a minimum two strand barbed wire fencing. Briefly describe the fencing:
V. FACILITY DESIGN CRITERIA FOR OTHER THAN SINGLE FAMILY SYSTEMS
1. Provide a brief listing of the components of this treatment and disposal system. including dimensions and capacities of
tanks, pumping facilities, nozzles, high water alarms, filters, lagoons, package treatment units, disinfection facilities,
irrigation system, etc.:
SHE ATTACEED
2. Name of closest downslope surface. waters: Lake Norman
3. Classification of closest downslope surface waters: WS—IV & CA (as established by the Environmental Management
Commission and specified on page 6 of 8 of this application).
4. If a power failure at the pump station could impact waters classified as WS, SA, B, or SB, describe which of the measures
are being implemented to prevent such impact, as required in 15A NCAC 2H .0200:
TrPatmint ann ctarage lagoon Jacigned to store 47 days of afflnant
FOR.[: SIDS 06194 Page 3 of 8

5. Specify the loading rate recommendations as determined by the soils scientist (The Division will considered higher loading
rates in the dry months [June 1 - September 301 depending on the soils scientist recommendations). If only one loading
rate will be proposed, that rate must be the most restrictive loading rate.
Dry Months (June 1 - September 30) inches per hour, inches per week
Wet Months (October 1- May 31) 0.40 inches per hour, 0.58 inches per week
Recommended Maximum 30.16 inches per year
6. For industrial wastewater, an analysis of nutrients, heavy metals totals, and synthetic organics must be provided along with
appropriate calculations showing the loading rate, based on the most limiting constituent. The chemical analysis must
include, but shall not be limited to: Total Organic Carbon, Biochemical Oxygen Demand, Chemical Oxygen Demand,
Chlorides, Phosphorus, Ammonia, Nitrates, Phenol, Total Trihalomethanes, Toxicity Characteristic Leaching Procedure
Analyses, Total Halogenated Compounds, Total Coliforms, and Total Dissolved Solids.
What is the limiting non -hydraulic constituent for this waste? pounds per acre per year of
7. Specify the square footage of the wetted irrigation area: ? / 9 , 41 9 square feet,
and the cover crop:
8. Specify the hydraulic loading rate that will occur on the spray irrigation field:
Dry Months (June 1 - September 30) inches per hour, inches per week
Wet Months (October 1 - May 31) 0.4 inches per hour, 0.58 inches per week
Maximum Application 30.16 inches per year
lbs. per acre per year of:
Is hydraulics the limiting constituent?
Yes; X No.
(limiting constituent)
10. Specify the storage volume required by the water balance: 620,053 gallons; 47 days
11. Volume of storage provided: 780,000 gallons and yields: 57 days
NOTE: Minimum thirty days required at the design flow rate.
12. If any of the applicable buffers noted in IV.16 ace not being met, please explain how the proposed buffers will provide
equal or better protection of the Waters of the State with no increased potential for nuisance conditions:
13. The treatment and spray irrigation facilities must be posted and secured in some fashion to prevent unauthorized entry.
Briefly describe the measures being taken: Chnin link fenro (51) "irh 1 orki-d mowing garP
14. Is the treatment facility capable of treating the wastewater to at least secondary limits prior to storage (BOD5 _-,30 mg/L;
TSS S 30 mg/L; NH3 S 15 mg/L; Fecal Coliform S 200 colonies/100 ml)? 3_ Yes No. If No, what level of
treatment can be achieved?
15. Are treatment facility or spray fields located within 100-year flood plain? Yes X No. If Yes, briefly describe the
protective measures being taken to protect against flooding.
16. List the Field Number of any spray fields that are located in area where the seasonal high water table is less than 3 feet
below the surface?
17. Describe the disinfection facilities that are being provided if domestic wastewater. R R E ATT "' RIENT r , page
FORM: SIDS 06/94
1�
Page 4 of 8

This form must be completed the the
appropriate
Submittal aE information.rgaloffice and included as a part of
INSTRUCTIONS TO NC PROFESSIONAL ENGINEER:
The classification of the downslope surface waters (the surface waters that any overflow from the facility would flow toward)
in which this spray irrigation system will be constructed must be determined by the appropriate DEM regional office.
Therefore, you are required, prior to submittal of the application package, to submit this form, with items 1
through 7 completed, to the appropriate Division of Environmental Management Regional Water Quality Supervisor (see
page 8 of 8). At a minimum. you must include an 8.5" by 11" copy of the portion of a 7.5 minute USGS Topographic Map
which shows the location of this spray irrigation system and the downslope surface waters in which they will be located
Identify the closest downslope surface waters on the attached map copy. Once the regional office has completed the
classification, reincorporate this completed page and the topographic map into the complete
application form and submit the application package.
1. Applicant (specify name of the municipality, corporation. individual, etc.): rr p p
Ma i z.J 0.G f-1� C v �4 M E ✓ c- c-S G � � Ta/�CS f 4
2. Name & complete address of engineering firm: 5 a- M LNc.
Telephone number. ( 3 3 ) 2M. '� 18 0
3. Project name: 15+ �J g. i4x s a,� {�.c,�v,-i ir.. L,,Ir.�Altxw� S� �a✓k 1�1� SN : ►,.� �c� F~•Q �icv► � � ��
4. Name of closest downslope surface waters:
Lake IV�rrn�
5. County(ies) where the spray irrigation system and surface waters are located: ��CdQu
6. Map name and date: —rrot,��r.K �,)C J �r�
7. INC Professional Engineers Seal, Signature, and Date:
,,�gntrrrrrrrQe
CARo'''•
J�, 0
12244 3
01
;y`10.
TO: REGIONAL WATER QUALITY SUPERVISOR
Please provide me with the classification of the watershed where these sewers will be constructed, as identified on the attached
map segment:
Name of surface waters:
Classification (as established by the Environmental Management Commission):
Proposed classification, if applicable:
Signature of regional office personnel: Date:
( ail attachments must be signed)
FORM: SIDS 06194 Page 6 of 8

NOV-28-01 WED 03:29 PM SME FAX NO. 3362888980 -P. 02
This form must be completed by the a proprinte DF-M regional office and jnclude;d as a part of
the plco ect submittal informadou.
INSTRUCTIONS TO NC PROFWsiLONAL ENGINEM
'i'he clusi6ptian of the doa►nslope Sts�ce vMM (the Smum *amd= lay o�4w fmo the fadlity would C
In which this shay inigXkM sY= wM be c> UMcrA mast be *=nb=d by OM Wropsj w MM [*&=l
Office
to anbm#W of the application package+ m sab�c this fGM4 +pith b=3 I
Moro, ytsa an ' >>� Dlvis of Enviao ondMaaasemeat Re iotml Way Query snpertrisot (see
�¢ougl of 3). AL a , to = appsapt� include an S,5' by 11, copy of the p� of a 7.5 minute USGS TQpograWC MV
psg� 8 at 8). Ai a mini>atimu, pea y ad theow dnstope at
=due waters in which they will be locaw&
which shows ft 10Md= of Mh apral' �io° y� one@ the reSkmai oma ha em nplttttd the
Idendfy the clowst downslape Smt= wates� ®tbe auac4cd map oePY• hie mnp htto the eoeaipiete
alaailicaaoo, reincorporate this Completed ptge and the topogr*p
application form :rted imbmit the 2pplicatio4 FaCU>O
1.
2.
Telephoaa number. ( 1 �,AJOrw+o.K+�C. �r[►1Su �+� 13r,�+ �•,� PiG�tJ� iir+r�—
3, project name'.
4. Name of closest downstope Smface wattocs: raw
-
S. County(ies) Wbae be spray bupaoA 5ysuau and Surf= w0ms wee loc L
6. Map name and date: �ra+►�wci-cam Ja�
7. NC Ftnfcsdcud F.agl 1=eS Swtl, Side, and Date:
122 ice:
.�
P
70t REGIONAL WATER QUALITY SUPERV1501t
please lade me with the Cum fim rt of wan ed w
searcts will be cod, as ldeud5od oo ft UMd Od
map Sesmeac LIL
14=C ofsurfaca
Classilicadon (Ps establlshed by tlje Ea u,�M,mormt'nt Cp>nmi55i0n): .
proposcd damifieldm i€ avPli y
- -Date: �
Sfgegt of re,9101 al office peS(=el:.
(All aMchumM mast be S19nt:di
FORM; SIDS Mf94 Page 6 of 8

S-D io"Quab Co'ytfekt * 1999 DHmae Yar=utk. ME04096 Source Dam: USGS 1 247 ft Stale: 1 :9.600 Detail: 14-4 Datum NADZ7
SOURCE: USGS 7.5 Troutman, NC Quad Topographic Map

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Dec. N =1 12:04PM P2
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Al be masecd to r lwmph r
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140RTX CAIROLINA DIVISION OF ENVXRONMENTAL MANAGYAONT
W-ATBR QVALrff SECTION
AND NNOTNEERING UNIT
!MOST OFFICR BOX 396M
AALRIGN, NORTH CAROLINA 27636-0532
TZLETHONZ NUMBER: (990) 733-SM
I, AX NUMBEX. (9I9) 733*9919
FORNI: 3IDS 0f19r F210 7 of I

Attachment #1 Lake Norman State Park (Section V.1)
Minimum Water Laves Dinwnsions: 71 Feet
"to' 130 Feet
Length". 3 Swt
Depth:
Design Criteria:
Assume no removal of Boo in S Aft Tank.
Aerators: 2,0Q LbsAb 800
Oxygen Requirement
800 Loading 200 �
Ingfi
BOD Removed 1!�
Boo Demand 22M LbWDay
Oxygen Requirement 2 lb Oxygen/1 lb BCD
oxygen Requirement 45.04 Lbs/)ay
Uee 2 -3 HP aspitating aerators. See manufaetures recommendations.
emuent Quality:
Soo., mgA
TSS: 20 '�`
Chlorination
Design Criteria:
Min. Dentention Time:
30
Minutes
Disinfectant:
Sodium Hypochloritn Solution
Concentration:
5.25
Percent
Design Done:
12.00
ppm
Irrigation Rate:
135
GPM
Note: Flow leading and entering contact chamber.
Caiculation:
Volume Contact Chamber:
8,112
Gallons
Chlorine Feed Rate:
45
GPD
Avg. Chlorine Use Summer.
3.43
GPD
Avg. Chlorine Use Minter:
0.05
GPD
Irrigation
Design Criteria: 3.655M88
Max. Loading: 0.40 InchMour
Design Loading: 0.051 gpdMA2
0.58 InchN%ok
Minimum Area: 3.43 Acres
Note: Per SBME Report
Calculations:
Number of Sprinkles; 40
Number of Zones: 2
Sprinmers per Zone: 20

Lake Norman State Paris
Wastewater Treatment SYstaro
Project No.: A24001.00
Brits for Design
Design Flours:
April thru 3eptembsr. 1,500
UserslDay
10
Gallon/User
15,000
GPD
183
Days
2,746,000
Gallons
October thru March: 40
Users/Day
5
Gailon/User
200
GPO
182
Days
36,400
Gallons
Total Yearly Flow 2,781,400 Gaiions
Average Daily Flow 7,620 GPD
Note: Base system design on April thou September use.
Base storage on water balance for year.
Projected flows provided by S&ME in Soils Report dated June 4, 2001.
Pollutant Loading:
BOO: 200 m9fi
TSS: 200 M911
Ref.: WPCF Manual of Practice No. 8, 1982
Proposed Treatment Scheme
The proposed treatment scheme consists of wastewater being pumped from
the bath house to treatment area. Wastewater will enter a septic tank for sedimentation
of solids. Septic tank effluent will then flow to an aerobic lagoon which will have the dual
function of treatment and storage. Lagoon effluent will then be disinfected with chlorine prior
to spray irrigation on land. Influent and effluent will be metered
Influent Pump Station at Bath House Design.
See attached.
Septic Tank
Design Criteria:
Tank Volume: 1.00 equal to or greater tltsn daily flow
Ref.: (15A NCAC 18A .1952)

Trwatment Efficiency'
8O0 Removal:
TSS Removal:
Calculation:
Tanx Volume:
effluent Quality:
SOD:
TSS:
Aerated Lagoon
Design Criteria:
Lagoon Volume:
Treatment:
Storage;
Total:
Lagoon Configuration:
Length to Width:
Active Depth:
Freeboard:
Total Depth:
Slope Inside
Treatment Efficiency:
SOD Removal:
TSS Removal:
Calculation:
Lagoon Volume:
Bottom Dirnensions;
Width:
Length:
Top Dimensions:
Width:
Length:
Maximum Water Level Dimensions:
Width:
Length:
Depth:
30 Percent
5o Percent
15,000 Gadons
Note: Based on April thru September.
100 malt
100 map
10 Days
Ref.: WPCF Manual of Practf a No. 8, 1982
42 Days
Ref.: S&ME Soils Report dated June 4. 2001.
52 Days
2 Tunes
10 Feet
2 Feet
12 Feet
50.00 Percent
80 Percent
80 Percent
780,000 Gallons
125,190 Cubic Feet
Note: Based on April thru September.
59 Feet
118 Feet
107 Feet
166 Feet
99 Feet
158 Feet
10 Feet

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Latta Nonnut ftm Park
Mod ororo0 & P�CL, Job fio. A24001.00
Caieurstrad br. ONF
w"Od by GSM
DOW.1IWr2001
Eaow
C o
140
Datwmwm Statle Halo
Cl(pump) a
78 GPM
Hipp PL in FM =
Pump On Elev =
836 teat
782 feet
Stwe Fem&
54 feet
d -
3 iromes
Dotemim Lows in ttts Formiam
( + Hn
Dam=ta F_grivatara Langftt ct Forcmnatf
(et
Le')W Tara ft LarV"
dtecharge
3
to diadwoe
3 1360
1360
1360
degree
3
5 4.4
22
e ,m e
3
1
45 degree
3
1 26
za
valve
3
1 28
8
:q. Lertpdt =
1414A foot
• Equivalent aro taialn from the Cw Engrmm q Releeo MerawL
Hi + Hf � Q.21783 • (100fc)
" 1.86 ' (O"1.851d"A.t31) •
{EQ• L.srx�ft/100)
Head Law (HI + HO
2&82 Feet
lr:-Fp a ..n~^EIS ::- ice; - :• ''." � • � �
Dwi m 11z"m Cl m
Use 4ow rattan above and below ft dsWW taw ratbe. nw floe► ratans wdl
be used to coWdO a tray tarsi dyrwnie hood at e.ch flow robs', 'Thane
oermbinoliona of flow v& hood wii be used to pid a save against a
s prat pump curve.
Bwt= Cams Cm
TEwftmml
TOH (reef)
Static
+
40
ODM
5A
O
80
G&G2
34
14.62
8O
7&89
54
2189
100
91.61
54
37.61
120
106.70
54
M70
140
124.09
1 54
70.09
Sped y Ptanp: Barnes SGV Grinder, 5V Impeller
Flow OE! Opq R
fiat)
40
11g5
0
80
99.00
6362
80
8200
73.89
100
62.50
91.61
Vefo dmdc
Vdaaty - 0.409 - Q f d"2
Vefoc" = 1 fps
Pump d Sysmrn Curve
40 aD an 100
Flow (wm)

Influ nt Puma §lion Design
Lobe Norman Stitt Park
MioCo wW 6 Asaodalas. P.C.. Job No. A24001.00
kinuem Pump 3"dw (to aerated W90")
Average Flew to Wet Wel -
Average Flow to Wet Ws "
Vaiume *am Pump Off - PumP On 0
Detertlon Time =
Pump Run Tune =
Cycle Tune
Cycle / Hour =
15,000 GPO
31.25 GPM
220.22 Set.
7.05 min.
4.70 min.
1175 min.
5.11
Note: Wet weif and stab may be e§pbc2L
Fomwla used:
Volume =
Volume per Cu_ Ft =
Peak Flaw to Wet Wei
Design Daily Flow to Wet Wer _
Minimum Height of Wet Wei =
Design Height,=
- Saw on 841aff asy.
V - T' Qddf * (1 - Qddf / Q)
132.13 gal.
593 gallons
37,500 GPD
78 GPM
1.22 feet
5 feet
Dmignad by: DMF
Checked by. Gam
Diem~ of Tank =
5
it
Heigh of Tank =
5
M
Cross Secdand Area =
10.03
sg. It
Lead Pump On - Pump Off
1.5
ft
Pumping Capaaty
78
GPM

pump Station f?eaan
Lake Norman staabe Park
MacCoonetl 3 Assocetes, P.G, Job No. A24M.00
Wet Well Top Diameter=
5.5
it
Wet Wail Slab Diameter =
6.5
ft
Wet Well Hatch Diameter =
2.0
It
Wet Well Slab Thickness 3
1
1L
Wet Well Top Thickness =
1.0
ft.
WetWeil inside Diameter
5.0
It.
Wet Woo Outside Diameter =
5.5
ft.
150
# / Cu. R
Wet Well Side Height =
5.0
fL
8Z.4
# / Cm PL
100
A / Cu. Ft
Wet Well Top area =
23.76
sq. ft
Wet Well Hatch Area =
3.14
sq. fL
Wet Well Top Volume =
20.62
cu. ft.
Wet Weil Inside Area s
19.83
sq. It
Wet Well Outside Area =
23.76
sq. 1t.
Wat Well Sides Volume =
20.62
cu, ft
Slab Area =
33.18
sq. tL
Dial volume of Concrete =
74.42
cu. ft
Wet Well Slab Volume =
33.18
cu. ft.
Total Weight of Concrete =
1116247
4
Area of Soil Weight -
9.42
sq- ft
Soil Volume =
47.12
cu. ft.
r 4 i etgh of rail=
4712.39
#
Minimum Water Depth =
1
ft.
Minimum Water Volume =
19.63
cu. it
otaWeight Of ater 7
ft'agorces
Dehirmine Upmrd Forces:
Total Volume Wet Weil =
118.79
cu. ft
Dial o once et Will= 4 #
Total Volume of Slabs 33.18 cu. It
ofa uo armt ore 'o7 glai 2070.0#
Fodor of safe#y - Total DowwaW 1.80
Total upward
1.80>125-OK

Lake Norman State Park
Wastewater Treatment System
Project No.: A24001.00
Basis for Design
Design Flows:
f April thru September:
1,500
Users/Day
10
Gallon/User
15,000
GPD
183
Days
2,745,000
Gallons
October thru March:
40
Users/Day
5
Gallon/User
200
GPD
182
Days
36,400
Gallons
Total Yearly Flow 2,781,400 Gallons
Average Daily Flow 7,620 GPD
Note: Base system design on April thru September use.
Base storage on water balance for year.
Projected flows provided by S&ME in Soils Report dated June 4, 2001.
Pollutant Loading:
BGD; 200 mg/1
TSS: 200 mgll
Ref.: WPCF Manual of Practice No. 8, 1982
Proposed Treatment Scheme
The proposed treatment scheme Consists of wastewater being pumped from
the bath house to treatment area. Wastewater will enter a septic tank for sedimentation
y of solids. Septic tank effluent will then flow to an aerobic lagoon which will have the dual
function of treatment and storage. Lagoon effluent will then be disinfected with chlorine prior
to spray irrigation on land. Influent and effluent will be metered.
Influent Pump Station at Bath House Design.
See attached.
Septic Tank
Design Criteria:
Tank Volume: 1.00 equal to or greater than daily flow
Ref.: (15A NCAC 18A .1952)

I
Treatment Efficiency:
BOD Removal:
50
Percent
TSS Removal:
50
Percent
J
Calculation:
Tank Volume:
15,000
Gallons
Note: Based on April thru September.
Effluent Quality:
ROD:
100
man
TSS:
100
mail
Aerated Lagoon
Design Criteria:
Lagoon Volume:
Treatment:
10
Days
Ref.: WPCF Manual of Practice No. 8, 1982
Storage:
42
Days
Ref.: S&ME Soils Report dated dune 4, 2001.
Total:
52
Days
Lagoon Configuration:
Length to Width:
2
Times
Active Depth:
10
Feet
Freeboard:
2
Feet
Total Depth:
12
Feet
Slope Inside
50.00
Percent
- Treatment Efficiency:
BOD Removal:
80
Percent
t TSS Removal:
80
Percent
Calculation:
Lagoon Volume:
7800000
Gallons
125,190
Cubic Feet
i
Note: Based on April thru September.
Bottom Dimensions:
Width:
59
Feet
Length:
118
Feet
Top Dimensions:
Width-,
107
Feet
Length:
166
Feet
Maximum Water level Dimensions:
Width:
99
Feet
Length:
158
Feet
Depth:
10
Feet

Minimum Water Level Dimensions:
Width;
Lengths
Depth:
Design Criteria:
71 Feet
130 Feet
3 Feet
Assume no removal of BOD in Septic Tank.
Aerators:
Oxygen Requirement 2.00 Lbsllb SOD
BOD Loading 200 mg/I
BOD Removed 180 mg/l
BOD Demand 22.52 Lbs/Day
Oxygen Requirement 2 lb Oxygen/1 lb BOD
Oxygen Requirement 45.04 LbslDay
Date: Pages QUICK
To: A/c,tf C) hV If i ,
From: -D �; F=t�vn-,
Co./Depf.
Co./Depf.
Phone:
Phone:/
(Z3_9
Note:
i� ( L_ S
E-Mall:
Use 2 -3 HP aspitating aerators. See manufacturers recommendations.
Effluent Quality:
BOD:
TSS:
Chlorination
Design Criteria:
Min. Dentention Time:
Disinfectant:
Concentration: -
Design Dose:
Irrigation Rater
Calculation:
Volume Contact Chamber
Chlorine Feed Rate:
Avg. Chlorine Use Summer:
Avg. Chlorine Use Winter:
Irrigation
Design Criteria:
Max. Loading:
Design Loading:
Minimum Area:
Calculations:
Number of Sprinklers:
Number of Zones:
Sprinklers per Zone:
20 mg/1
20 mg/I
30 Minutes
Sodium Flypochlorite Solution
5.25 "Percent
12.00 ppm
135 GPM
Note: Flow leaving and entering contact chamber.
8,112 Gallons
45 GPD
3.43 GPD
0.05 GPD
3.6$50988
0.40 Inch/Hour
0.051 gpdMtA2
0.58 Inch/Week
3.43 Acres
Note: Per SAME Report.
01"

Design Nozzle:
Nozzle Design Pressure:
Variance.
Design Diameter:
Flow:
Irrigate only one zone with one pump.
Flow per Zone:
Minimum Area per Zone:
Loading:
Avg. Summer Loading 1 Zone
Avg. Summer Loading 2 Zones
Avg. Winter Loading 1 Zone
Avg. Winter Loading 2 Zones
Effluent Pump Station (Design
See atteched.
Senninger Model 4023-1-3P4"-M412
45 psi
5+1A psi
100 Feet
6.76 gpm
135.2
1.715
0.2091
111
55
1
. 1
gpnT
Acres
Inch/Hour
Minutes
Minutes
Minutes
Minutes

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Influent Pump Station Design
Lake Norman State Park
MacConnell & Associates, P.C., Job No. A24001.00
Total Dynamic Head:
Determine Static Head
High Pt. in FM = 836 feet
Pump On Elev = 782 feet
Static Head= 54 feet
Determine Equivalent Length of Forcemain
to
Calculated by: DMF
-iecked by: GSM
Date:1112712001
C = 140
Pump Station Design Flow
Q(pump) = 78 GPM
Forcemain Diameter
d = 3 inches
_q. Length= 1414.4 feet
* Equivalent lengths are taken from the Civil Engineering Reference Manual.
HI + Hf = 0.2083 * (1001C) ^ 1.85 * (QM.851dA4.87) * (Eq. Length/100)
Head Loss (HI + Hf) 23.82 Feet
IC.Ir11ahIr-mr.QiriiMIIn:Irmadue
Develop System Curve
Use flow rates above and below the design flow rate. The flow rates will
be used to calculate the total dynamic head at each flow rate. These
combinations of flow vs. head will be used to plot a curve against a
known pump curve.
System Curve Data
Flow Rate (Q)
TDH (feet)
Static Head (Ft)
HI + Hf (Ft))
40
60.90
54
6.90
60
68.62
54
14.62
80
78.89
54
24.89
100
91.61
54
37.61
120
106.70
54
52.70
140
124.09
54
70.09
Pump Curve Data
Specify Pump: Barnes SGV Grinder, 55" Impaller
Flow Rate (Q) Pump #1(ft)
TDH (feet)
40
112.50
60.90
60
98.00
68.62
80
82.00
78.89
100
62.50
91.61
Velocity check:
Velocity = 0.409 * Q / d^2
Verity = 3.55 fps
Pump & System Curve
150
126
100
Pump
p 75 TDH
so
28
0
40 60 80 100
Flow (gpm)

Influent Pump motion Design
Lake Norman State Park
MacConnell & Associates, P.C., Job No. A24001.00
Influent Pump Station (to aerated lagoon)
Average Flow to Wet Well =
15,000
GPD
Average Flow to Wet Well* =
31.25
GPM
Volume from Pump Off - Pump On =
220.22
gal.
Detention Time =
7.05
min.
Pump Run Time =
4.70
min.
Cycle Time =
11.75
min.
Cycle / Hour =
5.11
Note: Wet well and slab may be elliptical.
Formula used:
Volume =
Volume per Cu. Ft =
Peak Flow to Wet Well =
Design Daily Flow to Wet Well** =
Minimum Height of Wet Well =
Design Height =
** Based on 8-hour day.
V = T * Qddf * (1 - Qddf / Q)
132.13 gal.
593 gallons
37,500 GPD
78 GPM
1.22 feet
5 feet
Designed by: DMF
Checked by: GSM
Diameter of Tank =
5
ft.
Height of Tank =
5
ft
Cross Sectional Area =
19.63
sq. ft.
Lead Pump On - Pump Off =
1.5
ft
Pumping Capacity =
78
GPM

Pump Station Design
Lake Norman State Park
MacConnell & Associates, P.C., Job No. A24001.00
Uplift Calculations
Wet Well Top Diamete-
5.5
it.
Wet Well Slab Diameter =
6.5
ft.
Wet Well Hatch Diameter =
2.0
ft.
Wet Well Slab Thickness =
1
ft.
Wet Well Top Thickness =
1.0
ft.
Wet Well Inside Diameter =
5.0
ft.
Wet Well Outside Diameter =
5.5
ft.
150
# / Cu. Ft.
Wet Well Side Height =
5.0
ft.
62.4
# / Cu. Ft.
100
# / Cu. Ft.
Determine Downward Forces:
Wet Well Top area =
23.76
sq. ft.
Wet Well Hatch Area =
3.14
sq. ft.
Wet Well Top Volume =
20.62
Cu. ft.
Wet Well Inside Area =
19.63
sq. ft.
Wet Well Outside Area =
23.76
sq. ft.
Wet Well Sides Volume =
20.62
Cu. ft.
Slab Area =
33.18
sq. ft.
Total Volume of Concrete =
74.42
Cu. ft.
Wet Well Slab Volume =
33.18
Cu. ft.
Total Weight of Concrete =
11162.47
#
Area of Soil Weight =
9.42
sq. ft.
Soil Volume =
47.12
Cu. ft.
Total Weight of Soil =
4712.39
#
Minimum Water Depth =
1
ft.
Minimum Water Volume =
19.63
Cu. ft.
Total Weight of Water =
1225.22
#
Total Downward Forces =
17100.
Determine Upward Forces:
Total Volume Wet Well =
118.79
Cu. ft.
11 Total Buoyant Force of Wet Well = 7412.59 #
Total Volume of Slab = 33.18 Cu. ft.
Total Buoyant Force of Slab = 2070.62 #
Total Upward Forces = 9483.21
Factor of safety = Total Downward = 1.80
Total Upward =
1.80>1.25=OK

SECTION
3B
PAGE
9
DATE
5/94
REPLACES
1 7/93
Specifications:
DI CHARGE: 2" NPT, Vertical
LIQUID TEMPERATURE:
160°F Intermittent
VOLUTE:
Cast Iron ASTM A-48, Class 30.
MOTOR HOUSING:
Cast Iron ASTM A-48, Class 30.
SEAL PLATE:
Cast Iron ASTM A-48, Class 30.
IMPELLER: Design:
12 Vane,Vortex, With Pump Out
Vanes On Back Side. Dynamically
Balanced, ISO G6.3,
—
Material:
85-5-5-5 Bronze
SHREDDING RING:
Hardened 440C Stainless Steel
Rockwell C-55.
CUTTER:
Hardened 440CStainless Steel,
Rockwell C-55.
j
SHAFT:
416 Stainless Steel
t '
SQUARE RINGS:
Buna-N
HARDWARE:
300 Series Stainless Steel
PAINT:
Air Dry Enamel.
SEAL: Design:
Tandem Mechanical, Oil Filled
Reservoir.
Material.,
Rotating Faces - Carbon
Stationary Faces - Ceramic
Elastomer - Buna-N
Hardware -300 Series Stainless
CABLE ENTRY:
25 ft. Cord. Pressure Grommet for
Series: SGV 37 5, 7-1/2 HP
Sealing and Strain Relief.
3450 RPM
SPEED:
3450 RPM (Nominal).
UPPER BEARING:
Design:
Single Row, Ball
Lubrication:
Oil
Load:
Radial
INTERMEDIATE BEARING:
Design:
Single Row, Ball
(OPTIONAL)
S R Canadian Standards Association
Lubrication:
Load.
Oil
Radial & Thrust
File No. LR16567
LOWER BEARING:
Design:
Sleeve
Lubrication.
O i I
Load:
Radial
MOTOR: Design:
NEMA L-Single Phase,NEMA B-Three
Description:
Phase Torque Curve. Completely
Oil -Filled, Squirrel Cage Induction.
Insulation:
Class F.
THE GRINDER PUMP IS DESIGNED TO
SINGLE PHASE: Capacitor
Start/Capacitor Run. Requires
REDUCE DOMESTIC, COMERCIAL,
Overload Protection to be Included In control panel. Requires
INSTITUTIONAL AND LIGHT INDUSTRIAL
Barnes® Starter or Control
Panel which Includes Capacitors, or
SEWAGE TO A FINELY GROUND SLURRY.
Capacitor pack.
THREE PHASE: Dual Votage 230/460: Requires Overload
Sample Specifications: Section 3 Pages 15-16.
Protection to be Included in control panel.
OPTIONAL EQUIPMENT:
Seal Material, Impeller Trims, Moisture
Sensors (Requires Relay in Panel), Additional Cable, CSA Listed.
CRANE PUMPS & SYSTEMS
Barnes Pumps, Inc
Distributor Sales & Service Dept
420 Third Street/P.O. Box 603
Piqua, Ohio 45356-0603
Ph: [phone]
Fax: [phone]
,Ulm"*
Poe�glluoa�hon
Barnes Pumps, Inc.
Bid -To -Spec 8r Project Sales P0
1485 Lexington Ave.
Mansfield, Ohio 44907-2674
Ph: [phone]
Fax: [phone]

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SECTION 1 313
--------t-10
-._.
PAGE
DATE
1 /95
REPLACES
5/94
13.56
BARNES PUMPS, INC:; (
�- 7.50 -1.50
I 28.25
4�56
2„ N.P.T.I
- • ! i� y{ - - --� 9. i
i
/
2
DISCH.
V
/ 4.43
MODEL PART HP VOLT PH RPM NEMA
FULL LOCKED CORD
CORD
CORD
NO. NO. (Nom) CODE
LOAD ROTOR SIZE
TYPE
OD
AMPS AMPS
SGV3002L 084798 3 200 1 3450 G
27.0 86.0 10/4
SO
0.745
SGV3022L 084799 3 230 1 3450 G
23.0 75.0 10/4
SO
0.745
SGV3062L 084800 3 200 3 3450 J
15.0 65.0 10/4
SO
0.745
SGV3032L 084801 3 230 3 3450 J
13.0 56.6 10/4
SO
0.745
SGV3042L 084802 3 460 3 3450 J
6.5 28.3 1014
SO
0.745
SGV3052L 088861 3 575 3 3450 J
5.2 22.6 10/4
SO
0.745
SGV5002L 084803 5 200 1 3450 F
42.0 134.0 6/4
SO
1.010
SGV5022L 084804 5 230 1 3450 F
39.0 117.0 8/4
SO
0.780
SGV5062L 084805 5 200 3 3450 H
25.0 94.0 10/4
SO
0,745
SGV5032L 084806 5 230 3 3450 H
2O.0 81.4 10/4
SO
0.745
SGV5042L 084807 5 460 3 3450 H
10.0 40.7 10/4
SO
0.745
SGV5052L 088862 5 575 3 3450 H
8.0 32.5 10/4
SO
0.745
SGV7532L 084808 7.5 230 3 3450 F
24.0 102.0 10/4
SO
0:745
SGV7542L 084809 7.5 460 3 3450 F
12.0 51.0 10/4
SO
0.745
SGV7552L 088863 7.5 575 3 3450 F
9.6 40.8 10/4
SO
0.745
Standard Units:
Temperature sensor cable is 14/2 SOW, 0.530 OD.
(Optional - Moisture/Temperature sensor cable for all models is
18/5 SOW. 0.476 OD , replaces Temp sensor
cable.)
CSA Listed Units:
(Optional - CSA Listed Power cable for all models is SOW, with
same dimensions as STD. units & Temperature
sensor cable is 14/2 SOW, 0.530 O.D.)
(Optional - CSA Listed Moisture/Temperature sensor cable is 1815 SOW, 0.476 OD , replaces Temp sensor cable.)
IMPORTANT!
1 ; DO NQT USE THIS PUMP TO PUMP FLAMMABLE LIQUIDS
2.) THIS PUMP IS APPROPRIATE FOR LOCATIONS CLASSIFIED AS DIVISION II
3 ; THIS PUMP IS NOT APPROVED FOR USE IN SWIMMING POOLS. RECREATIONAL
WATER INSTALLATIONS.DECORATIVE FOUNTAINS
OR ANY INSTALLATION WHERE HUMAN CONTACT WITH THE PUMPED FLUID IS
COMMON WHILE THE PUMP IS RUNNING
4 I PUMP CAN BE OPERATED DRY FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS
� CRANE PUMPS & SYSTEMS
Barnes Pumps. Inc Barnes Pumps, Inc.
Distrioutor Sales & Service Dept Bid -To -Spec & Project Safes
420 Third Street/P.O. Box 603 1485 Lexington Ave.
Piqua, Ohio 45356-0603 Mansfield, Ohio 44907-2674
Ph [phone] Ph [phone]
Fax [phone] Fax [phone]

Irriaatlan Pump Station Design
Lake Norman State Park
MacConnell & Associates, P.C., Job No. A24001.00
Total Llvnamic Head:
Determine Static Head
High Pt. in FM = 860 feet
Pump On Elev = 824 feet
Static Head-- 36 feet
Losses in the Forcemain (HI + F
Equivalent Length of Forcemain
Calculated by: DMF
hecked by: GSM
Date:1112712001
Ftam Williams Ai- Mcwr
C = 140
Pump Station Design Flaw
Q(pump) = 135 GPM
Qpine after tee) = 68 GPM
d1 = 4 inches
d2 = 2 inches
otal Eq. Length (4)= 212.3 feet
dal Eq. Length (2'= 708.4 feet
' Equivalent lengths are taken from the Civil Engineering Reference Manual.
HI + HIP = 02083' (1001c) A 1.85' (Q111.85/d114.87) ' (Eq. Length/100)
Loss (HI + HQ = 16.94 Feet
der Head Pressure = 103.95
11 Total am c Head = Static + HI + Hf - 156.89 feet OR
velort Svstem Curve
Use flow rates above and below the design flow rate. The flow rates will
be used to calculate the total dynamic head at each flow rate. These
combinations of flow vs. head will be used to plot a curve against a
!mown pump curve.
System Curve Data
Flow Rate (Q)
TDH (feet)
Static Head (Ft)
HI + Hf (Ft))
60
155.65
36.00
15.70
90
156.05
36.00
16.10
120
156.58
36.00
16.63
150
157.23
36.00
17.28
180
158.01
36.00
18.06
210
158.91
36.00
18.96
Pump Curve Data
Specify Pump: Flyght C-3152 269 Impeller
Flow Rate (Q)
TDH (feet)
Pump
60
155.65
175.00
90
156.05
167.00
120
156.58
161.00
150
157.23
154.00
180
158.01
148.00
210
158.91
140.00
Velocity check:
Velocity = 0.409 ' Q / d°2
Velocity = 3.45 fps
Pump & System Curve
200
ISO
180
170
TDH
x 180 `0-
p Pump
1fi0
140
130
120
so 90 120 150 180 210
Flow (gpm)

PAGE
SECTION
2
3
ISSUED
6/96
SUPERSEDES
6/94
I D
C-3152
Impeller/Motor/Nominal Sizes
PUMP
IMPELLER
HP RATING
MODEL
CODE
VAC
RPM
D1
D2
D3
D4
CP
CT CZ
CS
267 SH
268 SH
23.0
23.0
--
3520
4"
4"
--
6"
269 S H
432 MT
6"
3152
30
434 MT
20.0
1 20.0
20.0
1 200
230/460
575
1750
or
8"
6"
8"
8"
436 MT
15.0
15.0
15.0
452 HT
23.0
23.0
--
4"
or
4"
or
--
+6"
454 HT
20.0
20.0
20.0
6"
611
+61I
620 LT
10"
622 LT
14.0
14.0
14.0
1150
or
+10"
10"
*10"
624 LT
12"
12"
* for CZ configuration + for CT & CZ configurations
HP
---
HS
3152
200
30
462 HT
230/460
1750
6"
6"
6"
--
20.0
--
20.0
575
LT= High Volume MT= Standard HT= High Head SH= Super High Head
D2 D
3
D4 Iy
Z
C P_ CT CS
DZ
CZ
- mr

Q TOTAL HEAD FEET INPUT KW
�R
OD CO O N W ? Cn ^I W CD rn n� rr, rn rrnn r1% ni
W
O
O
O
N
-D
r
C/)
n
00,
O ONJ O Wo O 0o g = Risk of sedimentation at velocity
below 2 ft/sec.
NPSHR FEET
f 1 I I I I
O — N W � Un
O O O O O
HYDRAULIC EFFICIENCY (%)
O N � O OD O N
❑ BRAKE HP
� ro
c 00
m mo m
N
(DD n
Cn

REQUIREMENTS
Furnish and install _ submersible non -clog wastewater
pump(s). Each pump shall be equipped with a _ HP,
submersible electric motor, connected for operation on
volts, _ phase, 60 hertz, wire service, with
feet of submersible cable (SUBCAB) suitable for
submersible pump applications. The power cable shall be
sized according to NEC and ICEA standards and also meet
with P-MSHA Approval. The pump shall be supplied with
a mating cast iron _ inch discharge connection and be
capable of delivering GPM atTDH. An additional
point on the same curve shall be GPM at feet
total head. Shut off head shall be —feet (minimum). Each
pump shall be fitted with feet of lifting
chain or stainless steel cable. The working load of the lifting
system shall be 50% greater than the pump unit weight.
PUMP DESIGN
The pump(s) shall be automatically and firmly connected
to the discharge connection, guided by no less than two
guide bars extending from the top of the station to the
discharge connection. There shall be no need for personnel
to enter the wet -well. Sealing of the pumping unit to the
discharge connection shall be accomplished by a machined
metal to metal watertight contact. Sealing of the discharge
interface with a diaphragm, O-ring or profile gasket
will not be acceptable. No portion of the pump shall bear
directly on the sump floor.
PUMP CONSTRUCTION
Major pump components shall be of grey cast iron, ASTM
A-48, Class 3513, with smooth surfaces devoid of blow
holes or other irregularities. All exposed nuts or bolts shall
be AISI type 304 stainless steel construction. All metal
surfaces coming into contact with the pumpage, otherthan
stainless steel or brass, shall be protected by a factory
applied spray coating of acrylic dispersion zinc phosphate
primer with a polyester resin paint finish on the exterior of
the pump.
Sealing design shall incorporate metal -to -metal contact
between machined surfaces. Critical mating surfaceswhere
watertight sealing is required shall be machined and fitted
with Nitrile or Viton rubber 0-rings. Fittings will be the result
of controlled compression of rubber 0-rings in two planes
and 0-ring contact of four sides without the requirement of
a specific torque limit.
Rectangular cross sectioned gaskets requiring specific
torque limits to achieve compression shall not be considered
as adequate or equal. No secondary sealing compounds,
elliptical 0-rings, grease or other devices shall be used.
SECTION I PAC
1
SUPERSEDES I ISSUED
12/91 1 6/94
COOLING SYSTEM
Each unit shall be provided with an adequately designed
cooling system. The water jacket shall encircle the stator
housing; thus, providing heat dissipation for the motor
regardless of the type of installation. Impeller back vanes
shall provide the necessary circulation of the cooling liquid
through the water jacket. The cooling media channels and
ports shall be non -clogging by virtue of their dimensions.
Provisions for external cooling and seal flushing shall also
be provided. The cooling system shall provide forcontinuous
pump operation in liquid temperature of up to 104
DEGREES F. Restrictions below this temperature are not
acceptable.
CABLE ENTRY SEAL
The cable entry seal design shall preclude specific torque
requirements to insure a watertight and submersible seal.
The cable entry shall consist of a single cylindrical elastomer
grommet, flanked by washers, all having a close tolerance
fit against the cable outside diameter and the entry inside
diameter and compressed by the body containing a strain
relief function, separate from the function of sealing the
cable. The assembly shall provide ease of changing the
cable when necessary using the same entry seal. The
cable entry junction chamber and motor shall be
separated by a terminal board, which shall isolate the
interior from foreign material gaining access through
the pump top. Epoxies, silicones, or other secondary
sealing systems shall not be considered acceptable.
MOTOR
The pump motor shall be induction type with a squirrel
cage rotor, shell type design, housed in an air filled,
watertight chamber, NEMA B type. The stator windings and
stator leads shall be insulated with moisture resistant
Class F insulation rated for 155°C ( 311 °F). The stator shall
be dipped and baked three times in -Class F varnish and
shall be heat -shrink fitted into the stator housing. The use
of bolts, pins or other fastening devices requiring penetration
of the stator housing is not acceptable. The motor shall be
designed for continuous duty handling pumped media of
40°C (104°F) and capable of up to 15 evenly spaced starts
per hour. The rotor bars and short circuit rings shall be
made of cast aluminum. Thermal switches set to open at
1250C (260°F) shall be embedded in the stator lead coils to
monitor the temperature of each phase winding. These
thermal switches shall be used in conjunction with and
supplemental to external motor overload protection and
shall be connected to the control panel. The junction
chamber containing the terminal board, shall be hermetically
sealed from the motor by an elastomer 0-ring seal.
Connection between the cable conductors and stator
Fa.Y6'P

2
7
ISSUED
5/96
SUPERSEDES
6/94
C-3152
Performance Specifications
leads shall be made with threaded compression type
binding posts permanently affixed to a terminal board. Wire
nuts orcrimping type connection devices are not acceptable.
The motor and pump shall be designed and assembled by
the same manufacturer.
The combined service factor -(combined effect of voltage,
frequency and specific gravity) shall be a minimum of 1.15.
The motor shall have a voltage tolerance of plus or minus
10%. The motor shall be designed for operation up to 400C
(1040F) ambient and with a temperature rise not to exceed
80°C. A performance chart shall be provided upon request
showing curves for torque, current, power factor, input/
output kW and efficiency. This chart shall also include data
on starting and no-load characteristics.
The power cable shall be sized according to the NEC and
ICEA standards and shall be of sufficient length to reach the
junction box without the need of any splices. The outer
jacket of the cable shall be oil resistant chloroprene rubber.
The motor and cable shall be capable of continuous
submergence underwaterwithout loss of watertight integrity
to a depth of 65 feet.
The motor horsepower shall be adequate so that the pump
is non -overloading throughoutthe entire pump performance
curve from shut-off through run -out.
BEARINGS
The pump shaft shall rotate on two bearings. Motor bearings
shall be permanently grease lubricated. The upper bearing
shall be a single roller bearing. The lower bearing shall be
a two row angular contact bearing to compensate for axial
thrust and radial forces. Single row lower bearings are
not acceptable.
MECHANICAL SEAL
Each pump shall be provided with a tandem mechanical
shaft seal system consisting of two totally independent seal
assemblies. The seals shall operate in an lubricant reservoir
that hydrodynamically lubricates the lapped seal faces at
a constant rate. The lower, primary seal unit, located
between the pump and the lubricant chamber, shall contain
one stationary and one positively driven rotating tungsten -
carbide ring. The upper, secondary seal unit, located
between the lubricant chamber and the motor housing,
shall contain one stationary tungsten -carbide seal ring
and one positively driven rotating tungsten -carbide seal
ring. Each seal interface shall be held in contact by its own
spring system. The seals shall require neither maintenance
nor adjustment nor depend on direction of rotation for
sealing. The position of both mechanical seals shall depend
on the shaft. Mounting of the lower mechanical seal on the
impeller hubwill not be acceptable. For special applications,
other seal face materials shall be available.
The following seal types shall not be considered
acceptable nor equal to the dual independent seal
specified: shaft seals without positively driven rotating
members, or conventional double mechanical seals
containing either a common single or double spring acting
between the upper and lower seal faces. Cartridge type
systems will not be acceptable. No system requiring a
pressure differential to offset pressure and to effect sealing
shall be used.
Each pump shall be provided with an lubricant chamber for
the shaft sealing system. The lubricant chamber shall be
designed to prevent overfilling and to provide lubricant
expansion capacity. The drain and inspection plug, with
positive anti -leak seal shall be easily accessible from the
outside. The seal system shall not rely upon the pumped
media for lubrication. The motor shall be able to operate
dry without damage while pumping under load.
Seal lubricant shall be FDA Approved, nontoxic.
PUMP SHAFT
Pump and motor shaft shall be the same unit. The pump
shaft is an extension of the motor shaft. Couplings shall not
be acceptable. The shaft shall be AISI type 431 stainless
steel.
If a shaft material of lower quality than 431 stainless steel is
used, a shaft sleeve of 431 stainless steel is used to protect
the shaft material. However, shaft sleeves only protect the
shaft around the lower mechanical seal. No protection is
provided in the oil housing and above. Therefore, the use of
stainless steel sleeves will not be considered equal to
stainless steel shafts.
IMPELLER
The impeller(s) shall be of gray cast iron, Class 3513,
dynamically balanced, double shrouded non -clogging
design having a long throughlet without acute turns. The
impeller(s) shall be capable of handling solids, fibrous
materials, heavy sludge and other matter found in
wastewater. Whenever possible, a full vaned, not vortex,
impeller shall be used for maximum hydraulic efficiency;
thus, reducing operating costs. Mass moment of inertia
calculations shall be provided by the pump manufacturer
upon request. Impeller(s) shall be keyed to the shaft, retained
with an Allen head bolt and shall be capable of passing a
minimum _ inch diameter solid. All impellers shall be
coated with an acrylic dispersion zinc phosphate primer.

SECTION PAGE
I
C-3152 7 3
Performance Specifications suP6//90 ES ISSUED12/91
WEAR RINGS
A wear ring system shall be used to provide efficient
sealing between the volute and suction inlet of the impel-
ler. Each pump shall be equipped with a brass, or nitrile
rubber coated steel ring insert that is drive fitted to the
volute inlet.
This pump shall also have a stainless steel impeller wear
ring heat -shrink fitted onto the suction inlet of the impeller.
VOLUTE
Pump volute(s) shall be single -piece grey cast iron, Class
3513, non -concentric design with smooth passages large
enough to pass any solids that may enter the impeller.
Minimum inlet and discharge size shall be as specified.
PROTECTION
All stators shall incorporate thermal switches in series to
monitor the temperature of each phase winding. At 1250C
(260°F) the thermal switches shall open, stop the motor
and activate an alarm.
A leakage sensor shall be available as an option to detect
water in the stator chamber. The Float Leakage Sensor
(FLS) is a small float switch used to detect the presence
of water in the stator chamber. When activated, the FLS
will stop the motor and send an alarm both local and/or
remote. USE OF VOLTAGE SENSITIVE SOLID STATE
SENSORS AND TRIP TEMPERATURE ABOVE 1250C
(260°F) SHALL NOT BE ALLOWED.
The thermal switches and FLS shall be connected to a
Mini CAS (Control and Status) monitoring unit. The Mini
CAS shall be designed to be mounted in any control panel.
MODIFICATIONS
1. Explosion -proof Pumps (X).
2. Warm Liquid Applications (WL).
3. Dry Pit Installations (CT).
Refer to the General Guide Specifications for additional
information.
FLY6T

PAGE
SECTION
ISSUED
SUPERSEDES
3/96
, 6/94
I
J H
I
I
I
45 R THD HOLE (TX
X
(INLET)
M16 THD HOLE (4x)
'l Z [_i l,� i nivv)
� SI
DIA.
VIEW FY — QY
V
a DIA
HOLE (6x)
1 M
N
K DIA.
STD CLASS 125
C.I. FLANGE
-!� ANCHOR BOLT (6x) (NOM. SIZE)
2" PROJECTION
Dt
❑Y
L C I--
* F '
MIN
L DIA.
STD CLASS 125
C.I. FLANGE
U: (NOM. SIZE) E�
NOM SIZE
(K x L)
VERSION
WEIGHT Les
TOTAL W/STAND
4 x 6
SH/HT
670
6 x 6
HT
680
6 x 8
MT
730
10 x12
LT
1150
lb ALL DIMENSIONS IN INCHES
NOTE:
PUMP CAN BE ROTATED ABOUT ITS VERTICAL
CENTERLINE TO (4x) POSITIONS RELATIVE TO
THE INLET ELBOW. INCREMENTS ARE 900.
NOM SIZE
DIMENSIONAL
CHART
(K x L)
VERSION
A
BI
C
D
E
F
G
H
J
K
L
M
N
P
R
S
T
U
V
W
X
Y
Z
4 x 6
SH/HT
16i
13
141
111
121
12
4j
36
43
4
6
8j
91
8j
M1614
8
12
21
23122�
9
8
6 x 6
HT
161
13
15
121121
12
5�
36
43
6
6
8�
91
9
M16144
8
12
21
23j22�
9
8�
6 x 8
MT
161
13
184
14
17115
61
37�44
6
8
8�10i
9
M2014M
8
12
21
23i221
9j
9j
10 X12
LT
18
17
22
15
15
19
71q
40
48
10
12
10
14
12
M2017
12
13J
22i
23j
15
9j
13

SECTION PAGE
CS-3152 4 3
SUPERSEDES ISSUED
Outline Dimensions 6/94 3/96
E DIA (Gx) C�
K I�
DIA
~J D
DIA
VIEWO—Q
NOM
SIZE
VERSION
WEI GH T(LBS)
TOTAL W/STAND
6"
HT
680
6"
MT
715
8'
HT
1 690
8
MT
710
10"1
LT
980
Al I nIMFNCI(1Nq IN IN(:HFS
'"
Y �M
MIN
DIA
N
` P
NOM. SIZE
R THD (4x)
INLET
45°
S DIA V
NOM
DIMENSIONAL CHART
SIZE
VERSION
A
B
C
D
E
Fr
H
J
K
L
M
Nr
R
S
T
U
V
W
Y
6"
HT
184
13
22�
91jg
36
43
51
30
84
91M1614}12i
33
21
23
33
6"
M T
184
13
22�
9374
44�
5 j
301
84
101
M16
14tj
13J
33
21
23j
33
8"
HT
194
13
221
9
k2,3
36
43
5 j
32
84
9
M16
14
12
35
21
23
35
8FLT
M T
184
13
221-
937
44
5
30#
84
10
M16
14
13
33
21
23
33
10
25
17 j
15'
134
12
40
484
10
42f
10
141
12
M16
17 J
15
42
224
234
42

PAGE SECTION_
2 5 CP-3152
ISSUED SUPERSEDES
Lift Station Dimensions
4/96 6/94
VENT PIPE
MIN.
T -T- I �
DISCHARGE
ELEVATION
--FT—IN
DEPTH OF WELL
---FT IN
INTERMEDIATE --
GUIDE BAR BRKT.
(USED FOR GUIDE
BARS OVER 20 FT.
LONG)
ITT FLYGT VALVE OO
FOR LOCATION SEE ,
SECTION 10
STD. CLASS 125
C.I. FLANGE
(NOM. SIZE)
CU
F GROUT--
ITT FLYGT CONTROL CENTER
SUBJECT TO ENGINEER'S SPECIFICATIONS
UPPER GUIDE
(WALL, POLE, OR PEDESTAL MOUNTING)
BAR BRACKET
CABLE HOLDER
JUNCTION BOXES (NOT SHOWN) FOR THE
PUMP CABLES MUST BE LOCATED ABOVE
ACCESS COVER
THE FLOOD ELEVATION.
AD GROUT
GROUND EL. _FT--JN (D
i
70N--FT--l7N
WER CABLE
INFPiEL. _-FT_IN
0
I I w
I
I 1
I
LAG PUMP ON --FT_JN 0 (DUPLEX ONLY)
ITT FLYGT LIQUID LEVEL SENSOR LIQUID LEVEL SENSOR (3x SIMPLEX)
(4x DUPLEX)
U
i� LD.
i
�l
LEAD PUMP ON _J-T_JN
2" GUIDE BAR, GALVANIZED
SCHEDULE 40 PIPE)
NOT BY ITT FLYGT)
r
2x SIMPLEX)
(4x DUPLEX)
PREFABRICATED REINFORCED
CONCRETE PIPE
o
MIN. LIQUID LEVEL MUST NOT
FALL BELOW TOP OF VOLUTE
PUMPS OFF __FT_IN (D
(ALSO ALTERNATES
o
LEAD / LAG SEQUENCE)
M W
o
'
BASE ELEVATION —FT—IN�
T
4ANCHOR BOLT PROJECTION)
6'0n
(2"
0
NOTES:
1.
INDICATES INFORMATION TO BE DETERMINED
STANDARD DUTY TROUGH FRAME, HEAVY DUTY
BY OTHERS.
ANGLE FRAME AND HEAVY DUTY TROUGH FRAME,
2.
LOCATE ANCHOR BOLTS USING CLEAR INSIDE
CONSULT ITT FLYGT CORP. ENGINEERING DEPT.
EDGE OF ACCESS FRAME AND CENTER LINE
5. CONFIGURATION AND DIMS. SHOWN ARE
OF PUMP AS REF. POINT. BOLT LOCATIONS
SUGGESTED REQUIREMENTS ONLY. ALL DETAILS,
MUST BE HELD TO MAINTAIN EXACT POSITION
INCLUDING SIZING OF PIT, TYPE, LOCATION AND
OF PUMP RELATIVE TO ACCESS FRAME.
ARRANGEMENT OF VALVES AND PIPING, ETC.
3.
GROUT OPENING FOR ACCESS FRAME.
ARE TO BE SPECIFIED BY THE CONSULTING
4.
COVER SHOWN IS FOR STANDARD DUTY ANGLE
ENGINEER AND ARE SUBJECT TO HIS APPROVAL.
FRAME. FOR ADDITIONAL DIMENSIONS ON
6. FOR INFORMATION SEE SECTION 10.

Simplex
PIT
S
T
G
CROUT
CIRCLE
r-CABLE HOLDER
ITT FLYGT MIX ©�
FLUSH VALVE
(OPTIONAL)
TOP VIEW
ALL DIMENSIONS IN INCHES
V W©
H aA.
GROUT CIRCLE
REF. POINT —
PIT, PUMP, &IN
UPPER GUIDE
BAR BRACKET
R FURTHEST PROTRUSION OF ACCESS
FRAME FROM CENTER OF PIT.
MODEL
_ SECTION
PAGE
5
3
CP-3152
SUPERSEDES
ISSUED
6/94
4/96
E EDGE
A CLEAR INSID
OF ACCESS FRAME
ANCHOR)
• 4 A BOLT (4x)
D \ \°
VBP,'T
BASE SECTION
DIMENSIONAL CHART
NOM
STATION
COVER
SIZE
VERSION
A
8
C
D I
F
G
H
RI
S
Tr72
CV
SIZE
V
W
D
4
SH HT
2
9
7
3
15
1
39
41
181
12
11
13
FAPS-34 x 49
30
44
6
T
4
11
9
4
17
1
42
42119
11
14
14
FAPS-34 x 49
30
44
6
MT
4
11
9
4
17
1
42
42119
11
14
17
FAPS-34 x 49
30
44
j4859
38
MT
5
11
9
4
17
1
46
41
21
12
19
17
FAPS-34 x 49
30
44
10
LT
4
19
9
4
17
1
66
38
30
19
39
22
FAPS-34 x 49
30
44
31
LT
9
19
20
10
31
1
62
41
29
15
96
47
27
FAPS-34 x 49
30
44
3
PIT
S
Duplex
T
CLEAR INSIDE EDGE
OUT
CIRCLE
H mA.
A OF ACCESS FRAME
©
CABLE HOLDER GROUT CIRCLE
- ANCHOR OD
G
2' TYP
_ _
`
BOLT (Bx)
u \
�
REF. POINT
�
I
-I
\I !� PL
I
II
V w � PIT o
_ D 1w.
-
c
PUMP AND LA
UPPER GUIDE
�t
BAR BRACKET
TYP.
R FURTHEST PROTRUSION OF ACCESS
ITT FLYGT MIX
Y _�
FRAME FROM CENTER OF PIT.
-_+, B
FLUSH VALVE
PIT
(OPTIONAL)
Z -
TOP NEW
BASE SECTION
ALL DIMENSIONS
IN INCHFS
DIMENSIONAL CHART
NOM.
VERSION
STATION
COVER
SIZE
A
B
C
D
I F
G
H
R
S
T
U
CV
M
PL
SIZE
V
W
X
Y
Z
AD
4
SH HT
2
9
7
3
15
1
50r56
15
8
72
11
13
12
FAPS-40 x 49
48
59
25
36
44
3
6
T
4
11
9
4
17
1
50161
8
72
14
14
12
FAPS-40 x 49
48
59
25
36
44
3
6
MT
4
11
9
4
17
1
5016
B
72
14
17
12
FAPS-40 x 49
48
59
25
36
44
3
8
M T
5
11
9
4
17
2
54
16
7
72
191
17
12
FAPS-40 x 49
48
59
25
36
44
3
0
LT
14
19
9
4
17
1
78
24
13
96
39
22
15
FAPD-82 x 49
72
90
36
48
59
32
LT
9
19
20
10
31
1
78
24
10
96
47
27
15
FAPD-82 X 49
72
90
36
48
59
3

LADE NORMAN
STATE PARK
WASTEWATER SYSTEM
December 3, 2001
Project Management/En&eeri
III I fill,
EAL
17069
aor,
0\\\\\i�� i

TABLE OF CONTENTS
Description Page Number
DETAILED SPECIFICATIONS
DIVISION 1 GENERAL REQUIREMENTS
This Division is not used.
DIVISION 2 SITE WORK
Section 02100
Site Preparation and Earthwork
02100-1
Section 02420
Fertilizing, Seeding, and Mulching
02420-1
Section 02444
Permanent Chain Link Fencing and Gates
02444-1
Section 02771
Dike Construction and Site Grading
02771-1
Section 02772
Lagoon Liners
02772-1
DIVISION 3
CONCRETE WORK
Section 03310
Concrete Work
03310-1
Section 03403
Precast Concrete Manholes & Vaults
03403-1
DIVISION 4 MASONRY
This Division is not used.
DIVISION 5 METALS
Section 05500 Metal Fabrication 05500-1
Section 05521 Aluminum Grating and Frames 05521-1
DIVISION 6 WOOD AND PLASTICS
This Division is not used.
DIVISION 7 THERMAL AND MOISTURE PROTECTION
This Division is not used.
DIVISION 8 DOORS AND WINDOWS
This Division is not used.
DIVISION 9 FINISHES
This Division is not used.
DIVISION 10 SPECIALTIES
This Division is not used.
Lake Norman State Park TOC-1

Description (continued)
DIVISION 11
EQUIPMENT
.Section 11626
Aspirating Aerators
Section 11872
Irrigation System
Section 11904
Metering Pump System
Section 11909
Submersible Pump Stations
DIVISION 12
FURNISHINGS
This Division is
not used.
DIVISION 13
SPECIAL CONSTRUCTION
Section 13300
Instrumentation and Controls
DIVISION 14
CONVEYING SYSTEMS
This Division is
not used.
DIVISION 15
MECHANICAL
Section 15060
Pipe and Pipe Fittings
Section 15079
Pipe Accessories
Section 15100
Valves and Related Appurtenances
DIVISION 16
ELECTRICAL
This Division is
not used.
END OF TABLE OF CONTENTS
Lake Norman State Paris
Page Number
11626-1
11872-1
11904-1
11909-1
13300-1
15060-1
15079-1
15100-1
TOC-2

SECTION 02100
SITE PREPARATION AND EARTHWORK
PART 1- GENERAL
1.01 Description of Work
A. Work included: Work under this section consists of the provision of all labor and
material to perform all site preparation as indicated herein and/or shown on the
Contract Drawings. The work shall include, but is not limited to, the following:
1. Clearing and grubbing.
2. Top soil.
3. Excavation for structures.
4. Dewatering for structures.
5. Use of explosives.
6. Protection of existing utilities.
7. Filling and backfilling.
8. Borrow material.
9. Soil testing.
10. Maintenance and stability.
11. Grading.
12. Disposal of surplus material.
13, Trenching.
14. Horizontal directional drilling.
B. Site Inspection: The Contractor shall examine the site to determine the extent of
removals, grubbing, excavating, rough grading, and related items necessary to
complete work shown in the Contract Drawings and/or specified herein. Prior to any
Lake Dorman State Park 02100-1

excavation or construction, the Contractor shall locate all existing utilities in the field.
All excavation shall be unclassified and the cost shall be included in the bid price.
PART 2 - MATERIALS
A See Section 02771 - Dike Construction and Site Grading for definitions for suitable or
unsuitable material.
PART 3 - EXECUTION
3.01 Clearing and Grubbing:
A. The entire area within the construction limit, unless otherwise noted or where property
line permits, shall be cleared and grubbed of all trees, stumps, shrubs, debris, and
brush.
B. hoots, matted roots, stumps, and other vegetable matter shall be removed to 12 inches
below existing ground.
I�
C. In foundation sub -grade areas, the grubbed material shall be removed to 12 inches
below the subgrade.
D. The cleared and grubbed material shall be removed from the construction site and
disposed of by the Contractor at his expense.
3.02 Top Soil:
A. Materials from excavations and other disturbed areas suitable for top soil shall be
removed to an average depth of six (6) inches and deposited in piles separate from
other excavated material. Piles of top soil shall be located so that the material can be
used readily for the finished surface grading and shall be protected and maintained
until needed.
=' B. After completion of filling, backfilling, and grading, top soil shall be spread uniformly
to a depth of not less than four (4) inches over the entire disturbed area. Top soil shall
be compacted lightly in an approved manner. The finished surface shall be in
conformity with the lines, grades, and cross -sections shown on the Contract Drawings,
as well as free from dips, bumps, and irregularities in alignment.
C. The Contractor shall maintain finished surfaces by preserving, protecting, and
- replacing top soil as necessary to maintain it in satisfactory condition until work
! described under "Section 02420 - Fertilizing, Seeding, and Mulching" of the Contract
Lake Norman State Park 02100-2

I�
until the structural weight of the system is sufficient to prevent "floating out" of the
structure.
�i 13. The Contractor shall have a man experienced in dewatering work on the job during
performance of the work, and the dewatering system shall be adequate in every
respect. When a well point system is to be used, the system as well as the well point
foreman or superintendent shall be approved by the, Engineer prior to excavation
below the ground water table.
C. Water from dewatering operations must be disposed of in accordance with the North
Carolina Sedimentation Pollution Control Act.
-�' 3.05 use of Explosives:
A. The use of explosives shall not be permitted. In the event that undiggable rock is
encountered, the Contractor shall notify the Engineer and submit a proposal to remove
the rock. All such work shall be included in the Bid Price.
�.06 Protection of Existing Structures:
A. The Contractor shall exercise extreme care to avoid damage to existing utilities during
the conduct of the new construction. A thorough investigation of the site should be
conducted prior to commencing work.
B. All damage to existing utilities shall be repaired immediately at no additional cost to
the Owner.
3.07 Filling and Backflling:
A. General: All fill and backfill shall be free from roots, wood scrap material, and other
vegetable matter and refuse. Fill and backfill shall be placed in layers not more than
eight (8) inches thick, loose except as specified otherwise herein, and each layer shall
be compacted thoroughly and evenly.
B. SIructures and Embankments: Back Ill shall be placed about structures, as far as
practicable, as construction progresses. Compacted backfilling against concrete shall
be completed only when directed compaction shall be not less than 95 percent of the
maximum density as determined by ASTM D 2167 (Modified Proctor Method).
C. Concrete Slabs and Pavements: Except where otherwise indicated, fill and/or backfill
under pavement and concrete floor slabs shall be compacted to not less than 95
percent of the maximum density at optimum moisture content, as determined by
ASTM D 2167 (Modified Proctor Method).
Lake Norman State Dark
02100-4

e. Maintenance:
i. Refertilize seed beds in general areas in the second year, unless growth is
fully adequate, as determined by the Engineer. Re -seed, fertilize, and
mulch all damaged, bare, and eroded areas immediately and until a suitable
permanent cover is established.
ii. Grass -lined channels shall be inspected frequently, and the mulch shall be
repaired as required. Refertilize in the late winter of the following year
using 150 pounds per acre of 10-10-10 fertilizer or as determined by soil
tests. Channels shall be mowed regularly to a height of two (2) to four (4)
inches.
END OF SECTION 02420
Lake Norman State Park 02420-5

SECTION 02444
PERMANENT CHAIN LINK FENCING AND GATES.
PART 1- GENERAL
1.01 Related Documents:
A. The general provisions of the Contract Documents, including the General and
Supplemental Conditions, apply to the work specified in this section.
1.02 ]Description of Work:
A The work under this section consists of furnishing all labor, materials and equipment,
and service required for the complete installation of a new chain link fence including all
gates and accessories, as shown on the Contract Drawings and specified herein. Fence
height(s) and gate width(s) are shown on Contract Drawings.
1.03 Submittals:
A. Submit manufacturer's technical data and installation instructions for metal fencing,
fabric, gates, operators, and accessories. Shop drawings shall include a layout of the
fence and gates with dimensions, details, and finishes of all fence components,
accessories, and post foundations.
1.04 Quality Assurance:
A. Provide chain link fence and gates as complete units controlled by a single source,
including necessary erection accessories, fittings, and fastenings.
1.05 Manufacturer:
A. Availably . Fence Manufacturers: Subject to compliance with requirements,
manufacturers offering products which may be incorporated in the work include, but
are not limited to, the following:
1. Allied Tube and Conduit Corporation
2. American Chain Link Fence Company
3. Anchor Fence, Inc.
4. Or equal, as approved by the Engineer.
Lake Norman State Park
02444-1

rB. Qat�__e Posts: Furnish Type Z galvanized steel pipe posts for supporting a single gate leaf
or one leaf of a double gate, for nominal gate widths as follows:
1. Legt wi th Gate Post Pipe ffilkht
Outer ,Diameterr
Up to six (6) feet 2.875 inches 5.67 pounds per linear foot
Between six (6) and 13 feet 4.000 inches 9.11 pounds per linear foot
Between 13 and 18 feet 6.62$ inches 18.97 pounds per linear foot
Over 18 feet 8,625 inches 28.55 pounds per linear foot
F. Provide top railing in manufacturer's longest lengths, with expansion -type couplings,
approximately six (6) inches long, for each joint. Provide means for attaching top rail
securely to each gate corner, pull post, and end post.
1. Top rail shall be 1.66-inch outer diameter pipe, with 2.27-pound per square foot
weight.
I G. 'Tension wire shall be of 0.177-inch diameter metallic -coated marcelled steel
conforming to ASTM A 824 with finish to match fence fabric. Locate tension wire at
the bottom of the fence fabric.
H. Use manufacturer's standard adjustable post brace assembly at end and gate posts and
at both sides of corner and pull posts, with horizontal braces located at mid -height of
fence fabric. Use the same material for brace as that for top rail manufacture. Truss
brace to line posts with 0.375�-inch diameter rod and adjustable tightener.
1. Furnish caps in post brace with openings to permit passage.of top rail.
1. Stretcher bars shall be one (1)-piece lengths equal to the full height of fence fabric,
with a minimum crossection of 0.1875 inches by 0.75 inches. Provide one (1)
Y stretcher bar for each gate and end post and two (2) for each corner and pull post,
except where fabric is integrally woven into the post.
J. Stretcher bar bands shall space not more than 15 feet on center, to secure stretcher
bars to end, corner, pull, and gate posts.
K. $teeI Barbed mire: Use three (3) strands, 12.5-gauge steel wire with 14-gauge, four
-' (4)-point barbs, spaced three (3) inches on center. Wire shall be coated with
.' aluminized finish in compliance with ASTM A 585.
L. Bare VV,lre Support, ing_Arms: Use manufacturer's standard barbed wire supporting
�- arms conforming to ASTM F 626 with metal and finish to match fence framework.
Provide for anchorage to posts by attaching three (3) rows of barbed wire to each arm.
Provide a single 45-degree arm angled outward for attachment to posts or integral
Lake Norman State Park
M.

P. Concrete: Provide concrete consisting of ASTM C 150 portland cement, ASTM C 33
aggregates, and clean water. Mix materials to obtain concrete with a minimum 28-day
compressive strength of 2,500 pounds per square inch and use at least four (4) sacks
of cement per cubic yard, a one (I) -inch maximum aggregate size, a maximum three
(3)-inch slump, and between two (2) and four (4) percent entrained air.
PART 3 - EXECUTION
3.01 Installation:
A. During installation, comply with ASTM F 567 as well as the recommended procedures
and instructions of fencing manufacturer. Provide a secure and aligned installation.
Do not begin installation before final grading of the construction site is completed or
otherwise permitted.
3.02 Excavation:
A. Drill holes for posts 10 inches plus the post size in diameter. Holes shall be in firm,
undisturbed, or compacted soil.
B. Unless otherwise indicated, excavate hole depths approximately three (3) inches lower
than the post bottom. Do not set the bottom of the posts more than 36 inches below
the finished grade surface..,
3.03 ' Setting Posts:
A. Center and align the posts in the drilled holes three (3) inches above the excavation
bottom. Space posts on maximum centers of 10 feet, unless otherwise indicated.
B. Place concrete around posts and vibrate or tamp for consolidation. Check each post
for vertical and top alignment and hold in position during both placement and finishing
operations.
3.04 Top Rails:
A. Run rail continuously through line post caps, bending to radius for curved runs and
terminating into rail ends attached to posts or post caps fabricated to receive rail at
other posts. Provide expansion couplings as recommended by fencing manufacturer.
3.05 Bottom Tension Wires:
A. Install tension wire within six (6) inches of the fabric bottom, before stretching fabric.
Tie wire to each post with not less than same gauge and type of wire. Pull wire taut
Lake Norman State Park 02444-5

and eliminate sags. Fasten fabric to tension wire with 11-gauge hog rings of the same
material and finish as fabric wire, spaced at maximum centers of 24 inches.
3.06 Fabric:
A. Leave approximately two (2) inches between finished grade and the bottom selvage,
unless otherwise indicated. Pull fabric taut and tie to posts, rails, and tension wires.
Install fabric on security side of fence and anchor to framework so that fabric remains
in tension after all pulling force is released.
3.07 Fasteners:
A. Install nuts for tension bands and hardware bolts on the fence side opposite of the
fabric side. Peen ends of bolts or score threads to prevent removal of nuts.
3.08 Gates:
A. Install gates plumb, level, and secure for full opening without interference. Install
ground -set items in concrete for anchorage. Adjust hardware for smooth operation,
and lubricate where necessary.
3.09 Barbed Wire:
A. Pull wire taut and install securely to extension arms. Secure the system to end posts or
terminal arms in accordance with manufacturer's instructions.
END OF SECTION 02444
Lake Dorman State Park 02444-6

SECTION 02771
DIKE CONSTRUCTION AND SITE GRADING
PART I - GENERAL,
1.01 Scope
The work covered under this Specification consists of furnishing all labor, tools, materials,
equipment and supervision required to construct the earth dikes for the purpose of
impounding both raw and treated wastewater.
1.02 Quality Control
A soil testing Geotechnical Engineer shall be retained by the Contractor to test fill
placement and compaction. The Geotechnical Engineer's representative shall have the
authority to approve or disapprove the condition of the subgrade on which fill is to be
placed, fill material, placement methods, compaction methods, and shall make compaction
density tests as necessary to determine that the specified density is obtained. Contractor
shall notify the Project Engineer and Geotechnical Engineer at least three (3) days prior to
starting fill operations in order that suitability of material for compaction may be checked
and no material shall be used that has not been previously checked and approved by the
Geotechnical Engineer. The Geotechnical Engineer shall be notified before any cut is
made or fill is placed in order that the laboratory representative may be present during all
grading operations. The Contractor shall . remove, replace, recompact and retest all
additional fills failing to meet the density requirements. Each initial test shall be conducted
at no expense to the Contractor. Initial testing shall be pail by the Contractor from the
testing allowance which is a reimbursable expense. The entire expense of subsequent
retesting necessitated by failure of fill to meet specified conditions shall be borne by the
Contractor. Extra time and trips caused by excessive delay, failure of the Contractor to
properly coordinate with the Geotechnical Engineer, or failure of the Contractor to
properly compact fill material shall be backcharged to the Contractor.
Additional inspections/site observations will, or may, be made by Owner's Officials and the
Engineer and his consultants. All inspectors shall be given access to the work
commensurate with safety.
1.03 Site Information
A. Data in subsurface investigation reports was used for the basis of the design and is
available to the Contractor for information only. This report can be found at the back
of the Contract Documents. Conditions are not intended as representations or
warranties of accuracy or continuity between soil borings. The Owner and Project
Lake Norman State Park 02771-1

Engineer will not be responsible for interpretations or conclusions drawn from this
data by Contractor.
FART 2 - PROPDU!QTS
2.01 Soil Materials
A. Satisfactory soil or "suitable" materials for structural fill are defined as those
complying with ASTM D2487 Soil classification groups GW, GP, GK SK SW, SP,
GC, SC and CL and as approved by Contractor provided testing and inspection
service.
B. Unsatisfactory soil or "unsuitable" materials for structural fill are defined as those
complying with ASTM D2487 soil classification groups Ate, ML, CH, GL, OK and
PT.
C. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel,
crushed stone, crushed slag, and natural or crushed sand.
1). Topsoil: Satisfactory topsoil material shall be free of plastic clay, rock or gravel larger
than 2 inches, debris, waste, frozen materials, vegetation and other deleterious matter.
2.02 Structures
A. Concrete: Concrete shall conform to Section 03310, Concrete Work, of these
specifications. All concrete shall be minimum 4000 p.s.i.
3.01 Clearing and Grubbing
The requirements of this Section are in addition to the requirements of Section 02100.
A. Dam Construction: Initial clearing shall be confined to those areas necessary for
construction: i.e., darn, borrow areas and haul roads. Trees, limbs, and debris shalt be
removed from the site. Stumps and roots shall be grubbed from the area of the dam..
E. Tree Protection: Trees not in a specific clearing zone shall not be damaged.
3.02 Stripping and Topsoi➢ing
A. Stripping and topsoiling shall be conducted in accordance with Section 02100 of these
Specifications.
Lake Norman State Park 02711-2

3.03 Suitable Material
A. Material identified as "Unsuitable" shall be removed from the area of the dikes or
appurtenant structures and replaced with "suitable" material. Unsuitable material shall
be disposed of in accordance with disposal of all of the excess material from
excavation.
3,04 Subgrade Preparation
A. The surfaces on which the lining is to be placed shall be maintained in a firm, clean, dry
and smooth condition during the lining installation. All surfaces shall be free of rocks,
gravel, grade stakes or debris that may puncture the geomembrane. If groundwater is
present within 12 inches below the surface to be lined, the General Contractor shall
dewater the area prior to and during installation of the liner.
B. The location of both the top and bottom of all slopes shall be completed within plus or
minus i foot of the planned location. The completed subgrade and finished grades
shall be within +/- 0.1 foot of the specified elevation.
3.05 Drainage and Removal of Water
A. During the preparation of the foundation and early stages of fill placement, the
Contractor shall maintain the area of operations free from all water from any source
not needed in construction. Ditch relocation, cofferdamming, and other methods of
diversion as necessary shall be employed to direct creek or surface storm runoff away
from the area of operations. Rainfall or groundwater shall be removed from the area
of operations with the use of sumps and pumps, drainage ditches or other suitable
means. Water removed from any area of operations shall be transported and released
in a manner that will not have adverse impact on existing or planned facilities or
downstream property.
3.06 Embankment Constructions
A. The dikes shall consist of an engineered earth fill embankment. The interior slopes
shall be 2:1 and exterior slopes shall be 3:1 horizontal to vertical; refer to the
construction drawings for exact locations of each slope. The embankment shall be
constructed as shown on the Drawings.
B. Filling of the embankment shall proceed in strips parallel to the axis of the dikes. Strip
size shall be that which is convenient for the Contractor to complete to a depth of five
(5) feet in one working day. Adjacent strips shall be cut into the proceeding fill to
preclude joints and seams. Fill material shall be placed in loose lifts of 8-inch
maximum thickness and compacted by heavy sheepsfoot roller. Compaction of the
Lake Dorman State Park 102771-3

embankment material shall be to a minimum of 95 percent of the maximum dry
density, Standard Proctor Test (ASTM D698), moisture content of -1 to +3 percent of
optimum. All fill operations on the embankment shall occur only with a representative
of the Geotechnical Engineer on the Site. Frequent testing of moisture content of fill,
two feet of shall be performed. Compaction shall be tested every 2500 cubic yard lift,
or day of work, whichever comes first.
3.07 Protective Materials
A. Rip Rap: Rip rap shall be used to protect areas which have potential for serious
erosion problems.
3.08 Seeding
A. Seeding shall conform to the type specified in Section 02420 of these specifications.
3.09 Payment
A. Payment shall be by unit prices for the items contained in the Bid Schedule. All other
costs shall be included in the unit prices or in the mobilization line item.
END OF SECTION 02771
Lake Norman State Park 027714

SECTION 02772
LAGOON LINERS
PART 1- GENERAL
1.01 Scope
A. The following describes parameters for the manufacture, supply, and installation of a
synthetic liner. All procedures, operations, and methods shall be in strict accordance
with the engineer's specifications, plans, and drawings.
1. The Lagoon must be fully lined as shown on the contract drawings.
a. The liner must meet the minimum hydraulic conductivity requirements
described in 15A NCAC 2H .0200, as well as be resistant to degradation by
ultraviolet radiation, contact with untreated and partially treated domestic
wastewater or other adverse conditions.
1.02 Submittals
A. Shop Drawings: For the chosen synthetic lining system, submit the following items for
review and approval by the engineer.
1. Technical and performance data (i.e., including permeability and hydraulic
conductivity data) from the manufacturers of all material to be used in the
installation of the liner.
2. Requirements and recommendations for the successful implementation of the lining
system.
PART 2 - PRODUCTS
2.01 General
A. The selected liner shall meet the minimum permeability and/or hydraulic conductivity
requirements, as previously stipulated.
Lake Norman State Park 02772-1

2.02 Synthetic Liner
A. The Contractor may use a smooth sided, 40-mil minimum thickness, HDPE or VFPE
(LLDPE) geomembrane liner which meet all the requirements outlined below:
Property Test Method Minimum Average Values
Thickness, mils nominal
Melt Flow Index, g/10 minutes
Density, g/cO min
Tensile Strength at Yield, lbs/in. width
Tensile Strength at Break, lbs/in. width
Elongation at Yield, %
Elongation at Break, %
Tear Resistance, lbs
Environmental Stress Crack, hrs
Puncture Resistance, lbs
Carbon Black Content, %
Carbon Black Dispersion
B. Acceptable Manufacturers:
ASTM D751
40
ASTM D1238-E
0.28
ASTM D792 or D 1505
0.948
ASTM D638 (Modified)
88
Type IV Specimen
160
Gauge length 2 in. Break
13
1.3 in. Yield, 2 ipm
700
ASTM D1004-Die C
30
ASTM D 1693
1,500
FTMS 101-C, Method 2065
52
ASTM D1603
2-3
ASTM D3015
A2
1. Agru/America, Inc. (Kingwood, Texas).
2. Poly -Flex, Inc. (Grand Prairie, Texas).
3. Serrot Corporation
4. Or equal, as approved by the Engineer.
PART 3 - EXECUTION
3.01 General
A. All surfaces of the ponds shall be smooth and free of holes, rocks, stumps, debris, or
sharp protrusions. The pond sub -base shall meet or exceed a 95-percent compaction
(Standard Proctor Density) requirement prior to installation of the liner.
B. The liner shall be installed in accordance with the manufacturer's instructions and
recommendations.
3.02 Transportation and On -site Storage
The liner shall be shipped by trailer truck to job site. The liner material shall be stored so
as to be protected from puncture, dirt, grease, moisture and excessive heat. The damaged
material shall be stored separately for repair or replacement. The liner shall be stored on a
Lake Norman State Park 02772-2

prepared smooth surface (not wooden pallets) and should not be stacked more than two
rolls high.
3.03 Earthwork
A. General: The owner or his representative (geotechnical representative) shall inspect
the subgrade preparation. Prior to liner installation the subgrade shall be compacted
in accordance with the project specifications. Weak or compressible areas which
cannot be satisfactorily compacted should be removed and replaced with properly
compacted fill. All surfaces to be lined shall be smooth, free of all foreign and
organic material, sharp objects, or debris of any kind. The subgrade shall provide a
firm, unyielding foundation with no sharp changes or abrupt breaks in grade.
Standing water or excessive moisture shall not be allowed.
The installer, on a daily basis, shall approve the surface on which the geomembrane
will be installed. After the supporting soil surface has been approved, it shall be the
installer's responsibility to indicate to the inspector any changes to its condition that
may require repair work.
B. Vegetation Control: The general contractor, if necessary, shall sterilize the area using
an effective soil sterilant specifically formulated for vegetation present in the area.
The sterilant shall not be harmful to the liner and shall be applied according to the
recommendations of its manufacturer.
C. Anchor Trench: The anchor trench shall be excavated to the line, grade, and width
shown on the project construction drawings, prior to liner system placement. Slightly
rounded corners shall be provided in the trench to avoid sharp bends in the
geomembrane.
3.04 Installation
A. General: The installation contractor shall be the manufacturer or a dealer trained and
licensed to install the manufacturer's liner. Installation shall be performed under the
-- constant direction of a field installation supervisor who shall remain on site and be
responsible, throughout the liner installation, for liner layout, seaming, testing,
repairs, and all other activities by the Installer. The field installation supervisor shall
have installed or supervised the installation of a minimum of 2,000,000 square feet of
liner material. Seaming shall be performed under the direction of a master seamer
(who may also be the field installation supervisor) who has seamed a minimum of
2,000,000 square feet of liner material, using the same type of seaming apparatus
specified for this project. The field installation supervisor and/or master seamer shall
be present whenever seaming is performed.
B. The installer shall be responsible for the following:
Lake Norman State Park 02772-3

1. Equipment or tools shall not damage the liner during handling, transportation and
deployment.
2. Personnel working on the liner shall not smoke or wear damaging shoes.
3. The method used to unroll the panels shall not cause scratches or crimps in the
liner and shall not damage the supporting soil.
4. Adequate loading (e.g., sand bags or similar items that will not damage the
geomembrane) shall be placed to prevent uplift by wind (in case of high winds,
continuous loading is recommended along edges of panels to minimize risk of
wind flow under the panels).
C. Weather Conditions: Liner installation shall proceed between ambient temperatures
of 32 °F to 104 OF. Liner placement shall not be done during any precipitation, in the
presence of excessive moisture (e.g., fog, rain, dew) or in the presence of excessive
winds, as determined by the installation supervisor.
D. Seams: Liner seams shall be constructed and tested in accordance with
manufacturer's recommendations and verified by the installation supervisor. All
seams and non -seam areas of the liner shall be inspected for defects, holes, blisters,
undispersed raw materials, and any sign of contamination by foreign matter. The
surface of the liner shall be clean at the time of inspection.
E. Backfilling of Anchor Trench: Trench backfill material shall be placed and compacted
in accordance with the project specifications. Care shall be taken when backfilling the
trenches to prevent any damage to the liner. If damage occurs, it will be repaired
prior to backfilling.
3.05 Testing
A. Field test seams shall be conducted on the liner to verify that seaming conditions are
satisfactory. Test seams shall be conducted at the beginning of each seaming period
and at least once every four hours for each seaming apparatus and personnel used that
day.
B. The following test methods are acceptable for non-destructive testing of field seams:
A. Air Lance
B. Vacuum Chamber
C. Pressurized Air Channel
Lake Norman State Park 02772-4

3.06 Warranty
A. written Warranty shall be obtained from the manufacturer (for material) and the
installation contractor (for workmanship). These documents shall warrant both the quality
of the material and workmanship for a specified duration of time,
END OF SECTION 02772
Lake Norman State Park 02772-5

SECTION 03310
CONCRETE WORK
PART 1- GENERAL
1.01 Description of Work:
A. The extent of the required concrete work is shown on Contract Drawings. However,
some of the foundation and equipment pad shapes and sizes shown in plan view are
only schematic representations of the required work. The Contractor is responsible
for coordinating the actual foundation and equipment pad design with manufavcturers,
where required.
1.02 Submittals:
A. Product Data: Submit data for proprietary materials and items, including
reinforcement and forming accessories, admixtures, patching compounds, joint
systems, curing compounds, dry -shake finish materials, and others as requested by
Engineer.
B. Structural Foundation Plans: As the pads for the various pieces of equipment
required for installation at the site will vary according to manufacturer and
configuration of the selected equipment, the Contractor shall coordinate a structural
foundation plan design with the equipment manufacturer. The structural foundation
plan design shall be prepared, signed, and sealed by a licensed professional engineer.
The resultant structural foundation plans shall be submitted to the Engineer for review
and approval prior to initiation of any of the concrete work.
C. Shop .Drawings for Reinforcement: Submit original shop drawings for fabrication,
bending, and placement of concrete reinforcement. Comply with American Concrete
Institute's "Manual of Standard Practice for Detailing Reinforced Concrete Structures"
(ACI-315) showing bar schedules, stirrup spacing, diagrams of bent bars, arrangement
of concrete reinforcement. Include special reinforcement required for openings
through concrete structures.
1. Engineer's review is for general architectural applications and features only.
Design of form work for structural stability and efficiency is Contractor's
responsibility.
D. Concrete Mix Designs: Submit mix design for each mix with evidence of strength.
Lake Norman State Park 03310-1

E. Material Certificates: Provide material certificates in lieu of material laboratory test
reports, when permitted by Engineer. Material certificates shall be signed by the
specific manufacturer and Contractor, certifying that each material item complies with,
or exceeds, specified requirements. Provide certification from admixture
manufacturers that chloride content complies with specification requirements.
1.03 Quality Assurance:
A. Codes and Standards: Comply with provisions of following codes, specifications, and
standards, except where more stringent requirements are shown or specified:
1. "Specifications for Structural Concrete for Buildings (ACI-301)."
2. "Building Code Requirements for Reinforced Concrete (ACI-318)."
3. Concrete Reinforcing Steel Institute (CRSI), "Manual of Standard Practice."
B. Concrete Mix Design: Employ a testing laboratory acceptable to Engineer to perform
material evaluation tests and to design concrete mixes. Concrete mix design shallbe
at Contractor's expense.
C. Materials and installed work may require testing and re -testing at any time during
progress of work. Re -testing of rejected materials or installed work shall be done at
Contractor's expense.
1.04 Project Conditions:
A: Protect adjacent finish materials against spatter during concrete placement.
PARS' 2 - PRODUCTS
2.01 Form Materials:
A. Forms for Exposed Finish Concrete: Plywood, metal, metal -framed plywood -faced, or
other acceptable panel -type materials, shall be used to provide continuous, straight,
smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of
joints and to conform to joint system shown on Contract Drawings.
B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or other acceptable
material shall be used. Provide number dressed on at least two (2) edges and one (1)
side for tight fit.
Lake Norman State Park 03310-2

C. Form Coatings: Provide commercial formulations of form -coating compounds that
will not bond with, stain, or adversely affect concrete surfaces, as well as not impairing
subsequent treatments of concrete surfaces.
D. Form Ties: Factory -fabricated, adjustable -length, removable or snap -off metal form
ties, designed to prevent form deflection and to prevent spalling concrete upon
removal, shall be used. Provide units which will leave metal no closer than 1.5 inches
to surface.
1. Provide ties which, when removed, will leave holes of diameters not larger than
one (1) inch in concrete surface.
2.02 Reinforcing Materials:
A. Reinforcing Bars: American Society for Testing and Materials (ASTM) A 615, Grade
60, deformed.
B. Steel Wire: ASTM A 82, plain, cold -drawn steel.
C. Welded Wire Fabric: ASTM A 185, welded steel wire fabric - flat sheets only.
D. Tie Rods Embedded in Concrete: ASTM A 307
E. Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing,
supporting, and fastening reinforcing bars and welded wire fabric in place shall be of
wire bar type supports complying with CRSI specifications.
1. For slabs on -grade, use supports with sand plates or horizontal runners where
base material will not support chair legs or 6,000 pounds per square inch solid
concrete blocks meeting CRSI requirements.
2. For exposed -to -view concrete surfaces, where legs of supports are in contact
with forms, provide supports with legs which are either protected with plastic
(CRSI, Class 1) or stainless steel (CRSI, Class 2).
2.03 Concrete Materials:
A. Portland Cement: ASTM C 150, Type I.
B. Use one brand of cement for entire project work, unless otherwise acceptable to
Engineer.
C. Fly Ash: Fly ash is prohibited from use in project work as a cementitious material.
Lake Norman State Park 03310-3

D. Normal Weight Aggregates: ASTM C 33, and as herein specified. Provide aggregates
from a single source for exposed concrete.
1. For exterior exposed surfaces, do not use fine or coarse aggregates containing
spalling-causing or otherwise deleterious substances.
E. Water: Drinkable.
F. Air -Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible
with other required admixtures.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
"Edoco 2001 or 2002" - Edoco Technical Products.
"Air -Mix" - Euclid Chemical Company.
"Air -rite" - Gifford-Hill/American Admixtures.
"MB-VR or MB-AE" - Master Builders.
"Sika Aer" - Sika Corporation.
"Darex AEA" or "Daravair" - W.R. Grace.
G. Water -Reducing Admixture: ASTM C 494, Type A, and containing not more than 0.1
percent chloride ions.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
- "Chemtard" - Chem -Masters Corporation.
"PSI N" - Gifford-Hill/American Admixtures.
"Eucon WR-75" - Euclid Chemical Company.
"Pozzolith Normal" - Master Builders.
"Pro-Kete-N" - Protex Industries, Inc.
"Plastocrete 160" - Sika Chemical Corporation.
"WRDA Hycol" - W.R. Grace
H. High -Range Water -Reducing Admixture (Super Plasticizer: ASTM C 494, Type F or
Type G, and containing not more than 0.1 percent chloride ions.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
"Super P" - Anti -Hydro.
"Eucon 37" - Euclid Chemical Corporation.
"PSI Super"; Gifford -Hill.
"Mighty 150" - ICI Americas Corporation.
Lake Norman State Park 03310-4

"Rheobuild" -piaster Builders.
"PSP" - Protex Industries Inc.
"Sikament" - Sika Chemical Corporation.
"WRDA 19" or "Daracem" - W.R. Grace.
I. WateEReducing. Ngn-Chloride Accelerator Admixture: ASTM C 494, Type E, and
containing not more than 0.1 percent chloride ions.
1. Products: Subject to compliance with requirements, provide product equal to one
of the following:
"Accelquard 80" - Euclid Chemical Company.
"Gilco Accelerator" - Gifford-HWAmerican Admixtures.
"Pozzolith High Early" - Master Builders,
J. Water -Reducing, .Retardins Admixture: ASTM C 494, Type D, and containing not
more than 0.1 percent chloride ions.
1. P ducts: Subject to compliance with requirements, provide product equal to
one of the following:
"Eucon Retarder 75" - Euclid Chemical Company.
"PSI R" - Gifford-ERVAmerican Admixtures.
"Pozzolith Retarder" - Master Builders.
"Plastiment" - Sika Chemical Corporation.
"Daratard" - W.R. Grace.
- K. Prohibited Admixtures: Calcium chloride thiocyanates or admixtures containing more
than 0.1 percent chloride ions are not permitted.
2.04 Related Materials:
A. Non -Shrink Grout: CRD-C 621 or ASTM C 1107, factory pre -mixed grout.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
Non-metallic:
"Horngrout" - A.C. Horn, Inc.
"Sure -Grip Grout" - Dayton Superior Corporation.
"Euco-NS" - Euclid Chemical Company.
"Supreme" - Gifford-IBI/American; Admixtures.
"Crystex" - L & M Construction Chemical Company.
"Set Grout" - Master Builders.
"Sonogrout" - Sonneborn-Rexnord.
Lake Norman State Park 03310-5

"Five Star Grout" - U.S. gout Corporation.
B. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately nine
(9) ounces per square yard, complying with American Association of State Highway
and Transportation Officials (AASHTO) M 182, Class 2.
C. Moisture -Retaining Cover: One of the following, complying with ASTM C 171.
1. Waterproof paper.
2. Polyethylene film.
3. Polyethylene -coated burlap.
D. Liquid Membrane -Forming Curing Compound: ASTM C 309
1. Select one of the following 30 percent solids compounds for other surfaces:
"Super Rez-Seal" - Euclid Chemical Company.
"Dress & Seal 30" - L & M Construction. Chemicals Company.
"Masterkure" - Master Builders.
"Kure-N-Seal 30" - Sonneborn Building Products.
:t
E. Bonding Compound: Acrylic base.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
Acrylic or Styrene Butadiene:
"Homweld" - A.C. Horn, Inc.
"Acrylic Bondcrete" - The Burke Company.
U-40 Bonding Agent" - Dayton Superior Corporation.
"SBR Latex" - Euclid Chemical Company.
"Everbond" - L & M Construction Chemicals.
"Sonocrete" - Sonneborn-Rexnord.
"Daraweld C" - W.R. Grace.
F. Epoxy Adhesive: ASTM C 881, two (2)-component material suitable for use on dry
or damp surfaces. Provide material "Type," "Grade," and "Class" to suit project
requirements.
1. Products: Subject to compliance with requirements, provide product equal to
one of the following:
"Epoxtite" - A.C. Horn, Inc.
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"Concresive 1001" - Adhesive Engineering Company.
"Patch and Bond Epoxy" - The Burke Company.
"Edoco 2118 Epoxy Adhesive" - Edoco Technical Products.
"Euco Epoxy 452 or 620" - Euclid Chemical Company.
"Sikadur Hi -Mod" - Sika Chemical Corporation.
"Thiopoxy" - W.R. Grace.
G. Concrete, Repair Grout: For the repair of defective areas of concrete.
1. For vertical and overhead surfaces, use one of the following:
"Euco Verticoat" - Euclid Chemical Company.
"Five Star Structural Concrete V/O" - Five Star Products, Inc.
"Sikatop 122" - Sika Corporation.
2. For horizontal surfaces, use one of the following:
"Concrete Coat" -]Euclid Chemical Company.
"Five Star Structural Concrete" - Five Star Products, Inc.
"Sikatop 122" - Sika Corporation.
2.05 Proportioning and Design of Mixes:
A. Prepare design mixes for each type and strength of concrete by either laboratory trial
batch or field experience methods, as specified in ACI-301.. if trial batch method is
- used, use an independent testing f4cility acceptable to Engineer for preparing and
reporting proposed mix designs.
B. Submit written reports of each proposed mix for each class of concrete at least 15 days
prior to start of work to Engineer. Do not begin concrete production until mixes have
been reviewed and approved by Engineer.
C. Design mixes to provide normal weight concrete with the following properties and
proportions:
1. Compressive strength shall be as recommended by the structural foundation
plan design; however, under no circumstances shall the compressive strength of
the concrete be less than 3,000 pounds per square inch.
2. Maximum slump shall be four (4) inches, and shall be measured before the
addition of a high -range water -reducing (IRWR) admixture.
3. Maximum water to cement ratio of 0, 5 for Type 1 concrete.
Lake Dorman State Park 03310-7

D. Adjustment to Concrete Mixes: Mix design adjustments may be requested by
Contractor when characteristics of materials, job conditions, weather, test results, or
other circumstances warrant, at no additional cost to Owner and as accepted by
Engineer. Laboratory test data for revised mix design and strength results must be
submitted to and accepted by Engineer before using in project work.
E. Admixtures:
1. Use water -reducing admixture or HRWR admixture in concrete, as required
for placement and workability. A HRWR admixture is required for all
r pumped concrete.
2. Use non -chloride containing accelerating admixture in concrete slabs placed at
ambient temperatures below 50 degrees Fahrenheit (10 degrees Celsius).
3. Use air -entraining admixture in all concrete. Add air -entraining admixture at
the manufacturer's prescribed rate to result in a concrete having total air
content with a tolerance of plus -or -minus 1.5 percent at the point of
placement, within the following limits:
a. Concrete structures and slabs exposed to freezing and thawing, de-icer
chemicals, or subjected to hydraulic pressure:
(1) 4.5 to 6.0 percent: one (1)-inch maximum aggregate.
(2) 5.0 to 6.0 percent: 0.75-inch maximum aggregate.
(3) 5.5 to 7.0 percent: 0.5-inch maximum aggregate.
b. Other Concrete (not exposed to freezing, thawing, or hydraulic
pressure): 2.0 to 4.0 percent air.
2.06 Concrete Mixing:
A. Ready -Mix Concrete: Comply with requirements of ASTM C 94 and as herein
specified.
B. During hot weather, or under conditions contributing to rapid setting of concrete, a
shorter mixing time than specified in ASTM C 94 may be required.
1. When air temperature is between 85 degrees Fahrenheit (30 degrees Celsius)
and 90 degrees Fahrenheit (32 degrees Celsius), reduce mixing and delivery
time from 1.5 hours to 75 minutes, and when air temperature is above 90
degrees Fahrenheit (32 degrees Celsius), reduce mixing and delivery time to 60
minutes.
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2. For concrete structures greater than three (3) feet in thickness, the temperature
` of the mix shall be controlled by approved methods to a temperature not
greater than 70 degrees Fahrenheit at the time of placement.
PART 3 - EXECUTION
3.01 (General:
A. Coordinate the installation of joint materials and vapor retarders with placement of
forms and reinforcing steel.
3.02 Forms:
A. Design, erect, support, brace, and maintain form work to support vertical and lateral,
static, and dynamic loads that might be applied until such loads can be supported by
the concrete structure. Construct form work so that concrete members and structures
are of correct size, shape, alignment, elevation, and position. Maintain form work
construction tolerances in compliance with ACF-347.
B. Design form work to be readily removable without impact, shock, or damage to
cast -in -place concrete surfaces and adjacent materials.
C. Construct forms to sizes, shapes, lines, and dimensions shown in order to obtain
accurate alignment, location, grades, level, and plumb work in finished structures.
Provide for openings, offsets, sinkages, keyways, recesses, moldings, rustications,
reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other
features required in the project work. Use selected materials to obtain required
finishes. Solidly butt joints and provide back-up at joints to prevent leakage of cement
paste.
D. Fabricate forms for easy removal without hammering or prying against concrete
surfaces. Provide crush plates or wrecking plates where stripping may damage cast
concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to
place concrete with bottom forms only. Kerf wood inserts for forming keyways
reglets, recesses, and the like to prevent swelling and to ease removal.
E. Provide temporary openings where interior area of form work is inaccessible for clean
out, for inspection before concrete placement, and for placement of concrete.
Securely brace temporary openings and set tightly to forms to prevent loss of concrete
mortar. Locate temporary openings on forms at inconspicuous locations..
F. Chamfer exposed corners and edges as indicated, using wood, metal, PVC, or rubber
chamfer strips fabricated to produce uniform smooth lines and tight edge joints.
Lake Norman State Park 03310-9

G. Provisions for Other _'Trades: Provide openings in concrete form work to
accommodate work of other trades. Determine size and location of openings,
recesses, and chases from trades providing such items. Accurately place and securely
support items built into forms.
H. Cleaning and 'Tightening: 'Thoroughly clean forms and adjacent surfaces to receive
concrete. Remove chips, wood, saw dust, dirt, and other debris just before concrete is
s _ placed. Re -tightening forms and bracing after concrete placement is required to
eliminate mortar leaks and maintain proper alignment.
3.03 Placing Reinforcement:
A. Comply with CRSI's recommended practice for "Placing Reinforcing Bars," for details
and methods of reinforcement placement and supports and as herein specified.
1. Avoiding cutting or puncturing vapor retarder during reinforcement placement
�1 and concrete operations.
B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials which
reduce or destroy bond with concrete.
C. Accurately position, support, and secure reinforcement against displacement by form
work, construction, or concrete placement operations. Locate and support reinforcing
by metal chairs, runners, bolsters, spacers, and hangers as required.
D. Place reinforcement to obtain at least minimum coverage for concrete protection.
Arrange, space, and securely tie bars and bar supports to hold reinforcement in
position during concrete placement operations. Set wire ties so that ends are directed
into concrete, not toward exposed concrete surfaces.
E. Install welded wire fabric in as long lengths as practicable. Lap adjoining pieces at
least one full mesh and lace splices with wire. Offset end laps in adjacent widths to
prevent continuous laps in either direction.
3.04 Joints:
A. Construction 72ims: Locate and install construction joints as indicated or, if not
indicated, locate so as not to impair strength and appearance of the structure, as
acceptable to Engineer.
B. Place construction joints perpendicular to main reinforcement. Continue
reinforcement across construction joints, except as otherwise indicated.
Lake Norman State Park 03310-10

C. Isolation Joints in Slabs On -Grade: Construct isolation joints in slabs on -grade at
�- points of contact between slabs on -grade and vertical surfaces, such as column
pedestals, foundation walls, grade beams, and elsewhere as indicated.
D. Contraction (Control) Joints in Slabs On -Grade: Construct contraction joints in slabs
on -grade to form panels of patterns as shown. Use saw cuts of one -eighth inch by
one-fourth inch of slab depth, unless otherwise indicated.
i 3.05 Installation of Embedded Items:
A. General: Set and build into work anchorage devices and other embedded items
required for other work that is attached to, or supported by, cast -in -place concrete.
Use setting drawings, diagrams, instructions, and directions provided by suppliers of
items to be attached thereto.
B. Edge Fortes and Screed Strips for Slabs: Set edge forms or bulkheads and
intermediate screed strips for slabs to obtain required elevations and contours in
finished slab surface. Provide and secure units with sufficient strength to support
types of screed strips by use of strike -off templates or accepted compacting -type
screeds.
3.06 Preparation of Form Surfaces:
A. Clean re -used forms of concrete matrix residue, repair, and patch as required to return
forms to acceptable surface condition.
B. Coat contact surfaces of forms with a form -coating compound before reinforcement is
placed.
C. Use form -coating compounds only with thinning agent of type, amount, and under
conditions of form -coating compound manufacturer's directions. Do not allow excess
form -coating material to accumulate in forms or to come into contact with
case -in -place concrete surfaces against which fresh concrete will be placed. Apply in
compliance with manufacturer's instructions.
D. Coat steel forms with a non -staining, rust -preventative form oil, or otherwise protect
against rusting. Rust -stained steel form work is not acceptable.
3.07 Concrete Placement-.
ram.
A. Pre -Placement Inspection: Before placing concrete, inspect and complete form work
installation, reinforcing steel, and items to be embedded or cast -in. Notify other crafts
to permit installation of their work; and cooperate with other trades in setting such
work. Moisten wood forms immediately before placing concrete, where form coatings
are not used.
Lake Norman State Park 03310-11

�II
1 1
1. Apply temporary protective covering to lower two (2) feet of finished walls
adjacent to poured floor slabs and similar conditions, and guard against
spattering during placement.
E_ General: Comply with ACI-304 "Recommended Practice for Measuring, Mixing,
�! Transporting, and Placing Concrete," and as herein specified.
C. Deposit concrete continuously or in layers of such thickness that no concrete will be
�i placed on concrete which has hardened sufficiently to cause the formation of seams or
planes of weakness. If a section cannot be placed continuously, provide construction
joints as herein specified. Deposit concrete as nearly as practicable to its final location
to avoid segregation.
D. Water shall not be added at the site without permission from Engineer or Engineer's
Field Representative. Any water which is added shall be recorded on the delivery
ticket and test report.
E. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers not deeper
-� than 24 inches and in a manner such to avoid inclined construction joints. Where
placement consists of several layers, place each layer while preceding layer is still
`J plastic in order to avoid cold joints. Do not drop concrete a vertical distance greater
than five (5) feet. To place concrete lifts greater than five (5) feet, use a hose, drop
chute, or other approved method.
F. Consolidate placed concrete by mechanical vibrating equipment supplemented by
1 hand -spading, rodding, or tamping. Use equipment and procedures for consolidation
of concrete in accordance with ACI-309.
G. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
vertically at uniformly -spaced locations not farther than visible effectiveness of the
machine. Place vibrators to rapidly penetrate the placed layer and at least six (6)
inches into the preceding layer. Do not insert vibrators into lower layers of concrete
that have begun to set. At each insertion, limit duration of vibration to the time
necessary to consolidate concrete and complete embedment of reinforcement and
1 other embedded items, without causing segregation of mix.
H. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous
operation, within limits of construction joints, until the placing of a panel or section is
completed.
I. Consolidate concrete during placing operations so that concrete is thoroughly worked
around reinforcement and other embedded items and into corners.
Lake Norman State Park
03310-12

SECTION 03403
PRE -CAST CONCRETE MANHOLES AND VAULTS
PART 1 - GENERAL
1.01 Related Documents:
A. The general provisions of the Construction Contract, including the General and
Supplemental General Conditions and the General Requirements (if any), apply to the
work specified in this section.
B. Related work specified elsewhere in these Contract Specifications include:
1. "Division 2 - Site Work."
2. "Division 3 - Concrete Work."
3. "Division 5 - Metals."
4. "Division 15 - Mechanical."
1.02 Description of Work:
A. The number, size, and type of manholes and vaults to be constructed are shown on the
Contract Drawings.
B. Installation of manholes and vaults involves, but is not limited to, the following:
1. Preparation of the sub -grade.
2. Installation,
3. Pipe connection and sealing.
4. Waterproofing.
5. Frames, covers, and steps/ladders.
6. Backfilling.
C. Excavation and backfilling, as it relates to the installation of manholes and vaults, are
specified in "Division 2 - Site Work" of these Contract Specifications.
Lake Norman State Park 03403-1

6
' D. Appropriate concrete materials and other issues relating to concrete work are
described in detail in Division 3 - Concrete Work". of these Contract Specifications.
E. All manholes and vaults are to be constructed of pre -cast concrete sections with
water -tight joints.
1.03 Submittals:
A. Shop Drawings: Submit shop drawings for all manhole and vault systems for approval
by the Engineer. Details of the underground structures, metal accessories, fittings, and
connections shall be included in the submittals.
B. If dimensions proposed for underground structures differ from those shown on the
Contract Drawings, Contractor shall also submit flotation calculations for Engineer's
review.
PART 2 - PRODUCTS
2.01 Concrete Manholes and Vaults:
A. Concrete Base: Pre -cast with extended footing where shown on the Contract
Drawings.
B. Pre -Cast Concrete Manholes and Vaults: Pre -cast underground structures shall
conform to American Society for Testing and Materials (ASTM) C 478 with respect
to design and manufacture.
Size shall be as shown on the Contract Drawings, with an eccentric cone or flat
pre -cast top and O-ring joints complying to ASTM C 493. Rubber gaskets shall
conform to ASTM C 433. Use butyl rubber, Federal Specification SSS-210A, or
bentonite sealing shall be used in addition to O-ring joints, where underground
structures are installed below the seasonal high water table. Lift holes, joints, and
pipe penetrations shall be plugged with non -shrinking_ grout after installation.
2. For pipe penetrations, use flexible connectors with dual stainless steel pipe clamps
meeting ASTM C 923 for all pipe diameters.
3. Minimum acceptable wall thicknesses of pre -cast vaults shall be six (6) inches.
Minimum manhole wall thicknesses shall be five (5) inches.
4. The outside concrete surfaces of all pre -cast manholes and vaults shall be
waterproofed with bituminous mastic prior to installation.
Lake Norman State Park
,Cw,

E. All aluminum accessories associated with pre -cast manholes and vaults shall be coated
with bituminous mastic where in contact with concrete.
PART 3 - EXECUTION
3.01 Installation of Underground Structures:
A. Inspect pre -cast manhole and vault sections before installation in order to detect any
apparent defects. Mark defective materials with white paint and promptly remove
from the site. Particular care shall be taken to prevent damage to the sections during
handling and installation.
B. Set bottom sections of manholes and vaults on a minimum of six (6) inches of No. 57
stone.
C. Place bell ends of pre -cast sections or the groove end of the concrete facing down. In
preparation for making joints, all surfaces of the portion of the section to be jointed
and the factory -made jointing materials shall be clean and dry.
D. Install gaskets in accordance with manufacturer's recommendations for the use of
lubricants, cements, and other special installation requirements.
E. Lifting holes and other penetrations of the pre -cast structure wall shall be sealed with
non -shrinking grout. Pipe connections shall be made so that the pipe does not project
beyond the inside wall of the structure. Grout connections as necessary to make
smooth and uniform surfaces on the inside of the structure.
F. Set tops of manhole frames and covers so that cover will be flush with pavement to be
installed. Manhole rings in paved areas shall be encased in an 1 S-inch square concrete
collar approximately six (6) inches thick underneath the asphalt, or Contractor shall
otherwise provide for securing the system in place in areas of traffic. Manholes
located outside of paved areas shall be at least 12 inches above the finished grade,
unless otherwise indicated on the Contract Drawings.
G. Before placing manhole or vault system into operation, remove any dropped grout,
sand, or other imperfections and obstructions from the interior of the structure.
Specifically, the inside walls of the installed structure shall be smooth and uniform.
Smooth -finish manhole inverts, so that wastewater flow is confined and directed
through the manhole with easy transition from inlet to outlet. Manhole shelves shall
have a non -slip texture and slope toward the invert channel.
3.02 Backflling:
A. See "Division 2 - Site Mork" of these Contract Specifications.
Lake Norman State Park 03403-4

3.03 Testing:
A. Perform testing of completed manholes and conduit lines in accordance with "Division
15 - Mechanical' of these Contract Specifications.
END OF SECTION 03403
Lake Norman State Park 03403-5

SECTION 05500
METAL FABIaICATIONS
PART 1- GENERAL
1.01 Description of Work:
A. The extent of metal fabrication work is shown on Contract Drawings.
1.02 Submittals:
A. Submit original shop drawings with complete details and instructions for fabrication,
assembly, and installation of all metal fabrications included in the Contract Work to
Engineer for approval. Note that Engineer's review is for general architectural
applications and features only.
B. For each fabricated item, shop drawings shall include the following:
1. Plans and elevations.
2.. Jointings and connections.
a. Indicate welded connections using standard American Welding Standard
(AWS) symbols. Indicate net weld length.
3. Profiles of sections and reinforcing.
4. Fasteners and anchors.
5. Accessories.
6. Location of each finish.
C. Product Data: Manufacturer's specifications. and . installation instructions shall be
provided to Engineer. Submit for:
1. All manufactured products used in fabrications.
2. Paints.
D. Submit shop drawings for all anchor bolts required for installation in other work
described herein. Contractor shall furnish anchor bolts as well as the templates
required for bolt installation.
Lake Dorman State Park 05500-1

1.03 Quality Assurance:
A. Structural -Performance Requirements: Where complete sizes or dimensions of
structural members, connections, or fasteners of any item are not indicated, design the
item to produce a strength appropriate for the intended use.
B. Where fabrications are specified to comply with specific structural performance
requirements, provide a design sealed by a professional engineer registered in the state
in which the project is located.
1.04 Project Conditions:
A. Coordination with Masonry and Concrete Work: Where fabricated items or their
anchors are to be embedded into concrete and masonry work, deliver such items to
those performing the installation together with coordination drawings and installation
instructions.
PART 2 - PRODUCTS
2.01 Inserts and Anchorages:
A. Furnish inserts and anchoring devices to be built into other work for installation of
miscellaneous metal items. Coordinate delivery of these inserts and devices to the
job site to avoid construction delay.
2.03 Steel:
A. Steel Plates, Shaves, and Bars: American Society for Testing and Materials
(ASTM) A 36.
B. Cold -Formed Steel Tubing ASTM A 500, Grade B.
C. Steel Pipe: ASTM A 53, Type E or S, Grade B (black steel).
D. Structural Cold -Rolled Steel Sheets: ASTM A 570.
E. Galvanized Structural Steel Sheets: ASTM A 446, Coating Designation G235.
1. Galvanizing: Hot -dip galvanizing after fabrication shall be in accordance with
ASTM A 123.
F. Grating Bars: ASTM A 36 or ASTM[ A 569.
Lake Norman State Park 05500-2

G. Galvanized Non -Structural Steel Sheets: ASTM A 526.
1. Galvanizing: Galvanizing shall be in accordance with ASTM A 525, Coating
Designation G90, unless otherwise indicated.
2.04 Concrete:
A. Concrete Inserts: Malleable iron (ASTM A 47) or cast steel (ASTM A 27) hot -dip
galvanized inserts shall be used with steel bolts, washers, and shims.
2.05 Miscellaneous Materials:
A. Furnish custom fabricated bolts, plates, anchors, hangers, dowels, and other
miscellaneous steel and iron shapes for framing, supporting, and anchoring.
B. Fasteners: Use fasteners suitable for the material being fastened and for the type of
connection required.
1. For Exterior Use or Built Into Exterior Wails: Non -Ferrous stainless steel,
zinc -coated or cadmium -plated.
2. Use fasteners of the same material as items being fastened unless otherwise
indicated.
a. Bolts and Studs: ASTM A 30T
b. Nuts: ASTM A 563.
c. Machine Screws: FS FF-S-92.
d. Plain Washers: FS FF-W-92.
e. Lock Washers: FS FF-W-84
f. Expansion Shields: FS FF-S-325.
C. Bituminous Mastic: Steel Structures Painting Council (SSPC)-Paint 12.
D. Galvanizing Repair Paint: Zinc -dust paint shall comply with SSPC-Paint 20 or
DOD P-21035.
Lake Norman State Park 05500-3

2.06 Access klatches and Door:
A. A heavy duty hatch, of the size and type shown on the Contract Drawings, shall be
provided and installed.
B. Acceptable hatch manufacturers include.
1. Neenah Foundry Company (Phoenix, AZ).
2. Vulcan Foundry Inc. (Denham Springs, LA)
3. Or equal, as approved by the Engineer.
2.07 Access Ladders:
A. Aluminum ladders may be used for operator access into the pumping station valve
boxes in lieu of cast -in -place manhole -type steps, as specified previously in
"Section 02730 - Pre -Cast Concrete Vaults. "
1. Access ladders shall be all aluminum welded construction with slip -resistant
rung design.
a. Rails shall be spaced a maximum of 16 inches apart.
b. The wall -mounted stand-offs shall be a minimum of seven (7) inches and
welded to the rails at maximum 60-inch centers. The stand-offs shall be
manufactured to %t flush with the wall.
c. Minimum 1.375-inch diameter slip -resistant rungs shall be spaced 12 inches
on center and shall be welded to the inside of each rail.
d. All surfaces to be in contact with concrete shall be coated with bituminous
mastic.
B. Acceptable ladder manufacturers include the following:
1. Halliday Products, Inc. (Orlando, FL).
2. Precision Stair Corporation (Morristown, TN).
Lake Norman State Park 05500-4

3. Washington Aluminum Company (Baltimore, MD).
4. Or equal, as approved by the Engineer.
PART 3 - EXECUTION
3.01 Fabrications:
A. General:
1. Use materials of sizes and thicknesses shown or, if not shown of required size,
grade, and thickness to produce strength and durability in the finished product.
2. All corners and seams shall be welded continuously. All exposed welds shall be
ground smooth and flush.
3. Form exposed connections with hairline, flush joints. Use concealed fasteners
wherever possible.
4. Fabricate and shop -assemble into sections that are the largest practical for delivery
to the project site.
a. Prepare and reinforce fabrications as required to receive applied items.
b. Fabricate items with joints tightly fitted and secured.
c. Make exposed joints tight, flush, and hairline.
B. Miscellaneous Framing and Supports: Provide as required to complete work and
not included with structural steel framework. Fabricate of welded construction in
as large units as possible. Drill and tap as required to receive hardware and similar
items. Include required anchors for building into other work. Anchors shall not be
spaced more that 24 inches off center.
C. Fasteners: Use concealed fasteners, if possible.
1. Exposed fasteners shall be flathead, countersunk -type, unless otherwise
indicated.
Lake Norman State Park 05500-5

D. Anchors: Fabricate to suit conditions indicated. Use anchors of same material and
finish as the item anchored, except where specifically indicated as otherwise.
E. Welding: All welding shall have the following characteristics:
1. All welding of steel shall comply with AWS D1.1 recommendations.
2. Provide continuous welds at all welded corners and seams.
3. All exposed welds shall be ground flush and smooth.
F. Sheet Metal: All sheet metal fabrications shall have the following characteristics;
1. Comply with the general fabrication requirements.
2. Bend sheet metal corners to the smallest possible radius.
3. Comply with AWS D 1.3 recommendations, when welding steel sheets.
G. Shop coatings shall conform to the following:
1. Hot -dip galvanize steel and iron assemblies set in concrete and masonry.
2. Shop prime all iron and steel fabrications, except those fabrications that are
embedded in concrete or mortar.
3. Prepare metal surfaces to be coated as follows:
a. Solvent clean in accordance with SSPC-SP 1.
b. Clean interior fabrications in accordance with SSPC-SP 3, SSPC-SP 5,
SSPC-SP 6, SSPC-SP S, or SSPC-SP 10.
c. Clean fabrications to receive special coatings as recommended by the coating
manufacturer.
4. Shop priming shall comply with SSPC-PA 1.
a. Apply primer immediately following surface preparations.
b. Do not prime surfaces to be welded.
c. Do not prime surfaces to be in direct contact bond with concrete.
Lake Norman State Park 05500-6

d. Apply extra primer coat to corners, welds, edges, and fasteners.
5. Shop painting shall comply with SSPC-PA 1.
3.02 Installation - General:
A. Perform cutting, drilling, and fitting required for installation. Measured from
established lines and levels, set work accurately in the location, alignment, and
elevation in which it is to be installed. Provide anchorage devices and fasteners where
necessary for installation to other work.
B. Set loose items on cleaned bearing surfaces, using wedges or other adjustments as
required. Solidly pack open spaces with commercial non -shrink grout material.
C. Coat all aluminum surfaces in contact with concrete with alkali -resistant bituminous
pit.
D. Touch-up shop paint after installation. Clean field welds, bolted connections, and
abraded areas, and apply the same type of paint as was used in the shop. Shop paint
shall be compatible with specified finish systems. Use galvanizing repair paint on
damaged galvanized surfaces.
E. Anchor metal fabrications to substrates indicated. Provide all fasteners required.
F. Perform all field fabrication required for installation.
- 1. Fit joints tightly.
2. Weld joints in accordance with AWS code. Grind all exposed welds flush and
smooth.
G. Igo not cut or weld work galvanized after fabrication that are intended for bolted or
screwed connections.
H. Install items in correct locations, plumb, level, and without rack or warp. .
I. Provide temporary support and bracing as required.
J. Install manufactured components in accordance with the manufacturer's instructions.
3.03 Cleaning and Touch -Up:
A. Touch-up damage to galvanized surfaces using galvanizing repair paint in accordance
with ASTM A 780.
Lake Norman State Park 05500-7

B. Touch-up shop paint immediately after erection.
1. Clean field welds, bolted joints, and areas where primer is damaged.
2. Paint damaged areas with material used for shop painting. Provide a minimum
2.0-mil dry film thickness.
END OF SECTION 05500
Lake Norman State Park 05500-8

SECTION 05521
ALUMINUM GRATING AND FRAMES
PART 1- GENERAL.
1.01 Vescriptiou of Work:
A. The extent of the grating work is shown on the Contract Drawings and includes
frames, grating, and support beams which are not a part of other metal systems
covered in other sections of these Contract Specifications. The supplier of these
materials is responsible for the engineering design of the grating and support framing.
B. Related Work Specified Elsewhere:
1. "Division 5 - Metals."
1.02 Submittals:
A. Submittals shall be made in accordance with "Division 1 - General Requirements."
B. Shop drawings shall include erection plans and complete details and schedules for
fabrication and assembly of members and grating. Indicate welds by standard
American Welding Standard (AWS) symbols. Provide setting or erection drawings for
the installation of anchor bolts and embedded items to be installed by others.
C. Design Calculations: Design calculations shall be prepared, signed, and sealed by a
licensed professional engineer.
�MWRIII�
2.01 Materials:
A. Aluminum Bar Grating: American Society for Testing and Materials (ASTM) B 221,
Alloy 6061 or 6063-T6 for bearing bars; ASTM B 221 or B 210 for cross bars or bent
connecting bars.
B. Extruded Aluminum Frames: ASTM B 221, Alloy 6063-T6.
C. Aluminum Support Beams and Channels: ASTM B 308, Alloy 6061-T6.
Lake Norman State Park 05521-1

2.02 Aluminum Grating:
A. Provide aluminum plank or I-beam where grating is shown on the Contract Drawings.
1. Provide full frame for each opening using an extrusion frame which provides a
continuous frame anchor and a continuous recess for anchoring the grating.
2. The strength of in -place grating shall be designed to meet or exceed live load and
deflection requirements as follows:
a. 200 pounds per square foot uniform load or 1,000 pounds concentrated load.
b. 0.25-inch maximum deflection.
c. Minimum depth not less than 1.5 inches.
d. Individual grating sections shall not exceed 100 pounds in weight without prior
approval from the Engineer.
3. Provide removable grating sections with end -banding bars for each panel and clip
anchor as shown on the Contract Drawings.
4. Notch gratings for penetrations as shown on the Contract Drawings. Layout units
to allow grating removal without disturbing items penetrating grating.
5. Provide full banding for all openings in grating of same material and size as bearing
bars, unless otherwise indicated.
6. Notching of bearing bars at supports to maintain elevations shall not be permitted.
7. Adjacent grating panels shall be fabricated and laid out as required to maintain
patterns or designs in a satisfactorily aesthetic manner.
8. Acceptable manufacturers of the grating include:
1. IKG Borden/IKG Industries - Harsco Corporation (Clark, NJ).
2. Thompson Fabricating Company, Inc. (Tarrant, AL).
3. Washington Aluminum Company (Baltimore, MD).
4. Or equal, as approved by the Engineer.
Lake Norman State Park 05521-2

2.03 Aluminum Frames:
A. Provide full frames for each opening using an extrusion containing a continuous frame
anchor and a continuous recess for anchoring the grating to the frame.
1. Miter and weld all frame corners.
2. All aluminum surfaces in contact with concrete shall receive protective bitumastic
coating at the source of fabrication. The coating shall be checked and touched up
as necessary prior to installation.
3. Acceptable frame manufacturers include:
a. IKG Borden/IKG Industries - Harsco Corporation (Clark, NJ).
b. Thompson Fabricating Company, Inc. (Tarrant, AL).
c. Washington Aluminum Company (Baltimore, MD).
d. Or equal, as approved by the Engineer.
2.04 Aluminum Frames:
A. Provide manufactured hatches as shown on th Contract Drawings.
1. Acceptable manufacturers include:
a. Halliday, Bilco, U.S. Foundary, or approved equal.
PART 3 - EXECUTION
3.01 General - Fabrication:
A. Use materials of the size and thickness shown on the Contract Drawings or, if not
shown, of the size and thickness as recommended product manufacturer.
1. Work shall be to the dimension shown or accepted on the approved shop
drawings, using proven details of fabrication and support.
2. Use the type of materials shown or specified for the various components of the
work.
Lake Norman State Park 05521-3

3. Furnish load tables, deflection values, and erection drawings for each type of
grating used to the Engineer.
3.02 Installation:
A. Fastening to In -Place Construction: Provide anchorage devices and fasteners where
required for securing grating to supporting members or prepared openings.
B. Cutting Fitting, and Placement: Perform all cutting, drilling, and fitting required for
installation. Set the work accurately in location, alignment, and elevation and install
plumb, level, true, and free of rack.
C. Wherever gratings are pierced by pipes, ducts, and structural members, cut openings
neatly and accurately to size and weld a strap collar not less than 0.125 inches thick to
the cut ends of the bars.
D. Divide the panels into sections only to the extent required for installation and wherever
gratings are to be placed around previously installed pipe, ducts, and structural
members.
E. Fit exposed connections accurately together to form tight, hairline joints.
F. Secure removable units to supporting members or framework with clip units as shown
on the Contract Drawings.
END OF SECTION 05521
Lake Norman State Park 05521-4

SECTION 11626
ASPIRATING AERATORS
PART 1 - GENERAL
1.01 Summary of Work:
A. The Contractor shall install and put into satisfactory service two (2) new horizontally
mixing aspirating aerators.
1.02 Submittals:
A. Shop drawings shall include, at a minimum:
1. A complete description of the equipment, system, and process/fi=tion, including a
list of system components and features, drawings, catalogue information and cuts,
and manufacturer's specifications.
2. Performance data and curves as well as horsepower requirements.
PART 2- PRODUCTS
2.01 General - .Aspirating Aerators:
A. Each aerator shall be 3 horsepower, and shall consist of an electric motor flexibly
coupled to a solid rotating shaft. A propeller shall be affixed to the lower end of the
shaft. The shaft shall be supported at the top and bottom by two sealed tapered roller
bearings. A stationary draft tube shall be provided which allows the passage of air
between the draft tube and solid shaft so that atmospheric air can be transferred
through the unit and into the wastewater. The rotating propeller shalt create a low
pressure zone at it's hub thus drawing air through the inlet, through the draft tube and
into the wastewater.
B. Aerator Shaft:
A 1 inch (25.4 mm) diameter, one-piece, solid, 1 i-4 stainless steel shaft shall be
used. The shaft shall not be pieced or welded. Thin walled hollow shafts are not
acceptable.
2. The shaft shall be precision machined with threads and a keyway on the propeller
end, and a keyway on the motor end. Shaft run out shall not exceed 0.005 inches
(0.125 mm) along its entire length to assure straightness and vibration free
operation. Balancing the shaft to reduce vibration is not an acceptable measure of
shaft straightness.
Lake Norman State Park . 11626-1

C. Aerator Shaft Bearings:
1. Two tapered roller bearings shall be used to align the shaft and take up all thrust
loads from the propeller. These bearings shall support the shaft near the top and
bottom for maximum stability. Unsupported or cantilevered shafts are not
acceptable. Aerator shaft bearing design life (L10) shall be at least 100,000 hours
as documented by an independent Registered Professional Engineer. This
documentation shall be supplied with equipment submittals. Sleeve type, ball
bearing type, or wastewater lubricated bearings are not acceptable. Linder no
circumstances shall the thrust load. generated by the propeller be transferred to the
aerator shaft/motor shaft coupling or motor bearings.
2. All aerator shaft bearings shall operate above the liquid surface, and be sealed to
protect them against splashing, submergence and the environment. Grease fittings
shall be used to allow the addition of grease to each bearing. All aerator grease
fittings shall be located above the liquid surface.
3. A 316 stainless steel bearing support tube shall firmly support the bearings and
protect the rotating solid shaft.
4. Seal modules, containing bearing seals, shall be located at the ends of the bearing
support tube for the protection of the bearings from the environment. The seal
modules shall be removable so all bearings can be easily inspected. Seal modules
shall be 316 stainless steel.
5. A splash guard cone made of 316 stainless steel shall be provided to protect the
seal module at the lower end of the bearing support tube to protect the seals from
foreign material and wastewater.
D. Draft Tube: A stationary draft tube and air inlet hole shall be used to minimize
aerodynamic drag and interference. The draft tube shall be made of 316 stainless steel
and shall be shaped in such a way to maximize air flow. Each inlet hole or slot shall be
of sufficient size to give maximum air flow and minimum drag. Rotating hollow shafts
or rotating air inlets shall not be used. The air passageway provided within the aerator
shall be at least 10 square inches (64.5 cm2) in cross -sectional area along its length to
minimize drag.
E. Propeller: A cast, non -fouling, high efficiency, low vortexing, hollow hub propeller
shall be used. The propeller shall be made of 316 stainless steel. An integral diffuser
shall be included as part of the propeller.
F. Aerator Motor Coupling: A flexible coupling shall be used between the motor and
aerator shafts which takes up any parallel or angular misalignment between the aerator
Lake Norman State ]Park 11626-2

and motor shafts. The coupling shall be a Woods, Lovejoy or equal with replaceable
sleeve.
G. Motor Mount: Each aerator shall be provided with a cast 316 stainless steel motor
mount incorporating two pins which fit into a mounting cradle and allows the aerator
to be easily rotated from nearly vertical to nearly horizontal. A bolt circle shall be
provided on the mounting cradle which allows the aerator to be secured at various
angles. The motor mount shall be of such design to allow removal of either the motor
or the aerator section for service without dismantling the entire aerator from the float
system.
H. Aerator Motor: All motors furnished shall comply with all applicable provisions of the
standards of the National Electric Manufacturers Association (NEMA). Each motor
shall be standard TEFC (totally enclosed, fan cooled), have a service factor of 1.0 or
greater, and be NEMA C-face design. No special fittings, face plates or special design
motors shall be used. Thrust loads shall not be placed on the motor bearings. All
motors will operate at 460 VAC, 60 hertz, 3 phase.
I. Cold Weather Operation: The aerator shall be self -heating and not require heat tape,
thermal packs or other special winter devices to prevent excessive ice buildup. The
aerator shaft shall be sealed from the environment along the majority of its length to
prevent ice from freezing around the shaft during off periods.
I Experience: The aerator manufacturer shall provide at least five references where
equipment meeting this specification has been used successfully for at least three years.
K. Performance Testing: Each aerator shall be tested at the factory for proper operation,
lubrication, temperature, vibration and dry amp draw. A test sheet certifying proper
operation shall be shipped with each aerator.
2.02 Stainless Steel Float:
A. General: A two pontoon system with aerator mounting cradles shall be provided for
each aerator.
B. Pontoons:
1. Each pontoon shall have a 304 or 316 stainless steel skin with all seams and ends
fully welded. Closed cell urethane foam shall be injected into each pontoon and
totally fill the interior. All foam fill ports shall be plugged.
2. Each pontoon shall be provided with 304 or 316 stainless steel brackets on which
support angle can be bolted.
Lake Norman State Park 11626-3

C. Structural Supports: Type 304 or 316 stainless steel formed channels or angle shall be
provided to span between the pontoons and provide a support for the aerator
mounting cradle. The cradle pieces shall be 304 or 316 stainless steel, 5/16" (8 mm)
minimum thickness plates and incorporate a curved adjustment slot and aerator
mounting pin slots to firmly support the aerator at various angles. The cradle shall
allow the aerator to be rotated from vertical to horizontal.
D. Flotation Capacity: Each two pontoon float system shall provide a flotation safety
factor of at least two times the total assembly weight, including the aerator and motor.
The flotation system shall withstand normal wave action, wind velocities and aerator
thrust without capsizing.
E. Mooring Cable Attachments: Each float shall be capable of being moored in position
as shown on the layout drawing. Special stainless steel eye bolts or stainless steel
cable clamps shall be provided with each float for anchoring assembly in place.
F. Fasteners: All fasteners shall be stainless steel.
2.03 Manufacturers:
A. The aerator and float asembly shall be supplied by the same manufacturer.A two
pontoon system with aerator mounting cradles shall be provided for each aerator.
B. Acceptable manufacturers are: AEROMIX SYSTEMS, INCORPORATED of
Minneapolis, Minnesota, U.S.A., Aeration Industries International, Inc. of
Minneapolis, Minnesota, U.S.A., or approved equal.
PART 3 - EXECUTION
3.01 General:
A. Install all equipment and accessories as shown on the Contract Drawings and
according to the manufacturer's instructions and recommendations.
END OF SECTION 11626
Lake Norman State Park 11626-4

SECTION 11872
IRRIGATION SYSTEM
PART I - GENERAL
1.01 Scope
The work covered under this Specification consists of furnishing all labor, tools, materials,
equipment and supervision required to construct an irrigation system for the purpose of
disposing of treated wastewater through the irrigation of agricultural land.
1.02 Submittals:
A. Product Data: Submit data for proprietary materials and items, including sprinkler
nozzles, related appurtenances, and others as requested by Engineer.
PART 2 - PRODUCTS
2.01 Nozzles
A. The irrigation nozzles shall be Senninger 4023-1-3/4"-M-#12 with 3/16-inch nozzle,
equal by Nelson, Rainbird) or approved equal. The nozzle shall be capable of
providing a minimum of 6.56 gallons per minute (GPM) and a maximum of 6.96 GPM
at a diameter of minimum 98 feet and a maximum of 104 feet, at 45 psi.
2.02 Low flow Drain
A. A low flow drain shall be provided in each riser assembly that is capable of draining
the riser when it is not in operation. This valve shall close at a pressure of less than 20
PSI and a flow of less than 7 GPM.
PART 3 - EXECUTION
3.01 Irrigation Piping
A. Irrigation Piping: The irrigation piping shall be, SCH 40 PVC pipe. The irrigation
piping shall be laid as shown on the plans and shall be done in accordance with Section
15060 of these specifications.
Lake Norman State Park 11872-1

3.02 Irrigation Risers
A. The irrigation risers shall extend two -feet above the ground surface. The riser shall be
one and a half -inch diameter PVC pipe and be fitted with a drain valve as shown in the
contract drawings. A 4 foot, twelve -inch diameter reinforced concrete pipe shall be
placed around the riser and extend one and a half -feet above the ground surface. The
RCP shall be filled full with No. 57 washed stone.
3.03 Drainage and Removal of Water
A. During construction of the irrigation system, the Contractor shall maintain the area of
operations free from all water from any source not needed in construction. Rainfall or
groundwater shall be removed from the area of operations with the use of sumps and
pumps, drainage ditches or other suitable means. Water removed from any area of
operations shall be transported and released in a manner that will not have adverse
impact on existing or planned facilities or downstream property.
3.04 Seeding
A. Seeding shall conform to the type specified in Section 02420 of these specifications.
3.05 Payment
A. Payment shall be by unit prices for the items contained in the Bid Schedule. All other
costs shall be included in the unit prices or in the mobilization line item.
END OF SECTION 11872
Fake Norman State Park 11872-2

SECTION 11904
METERING PIMP SYSTEM
PART 1- GENERAL
1.01 Description of Work:
A. The extent of work under this item includes installing a metering pump system to
attach at the beginning of the new water line to continuously pump chlorine into the
water.
1.02 Submittals:
A. Shop drawings shall include, at a minimum, a complete description of the equipment,
system, and process/function, including a list of system components and features,
drawings, catalogue information and cuts, and manufacturer's specifications.
PART 2 - PRODUCTS
2.01 Metering Pump
A. Contractor shall install one metering pump as shown on the contract drawings.
E. Pump shall have dual manual control for stroke length and stroke speed and shall have
PVDF or PVC/Tefzel/Ceramic wet end suitable for chlorine.
C. Pump shall be able to handle a viscosity up to 500 CPS.
D. Discharge tubing shall have a 1/4" connection.
E. Pump shall operate at design feed rate of 45 gpd with minimum operating range 10 to
90 GPD and 100 PSI.
F. Contractor shall supply a repair kit on hand in case of malfunctioning parts.
G. Provide football check valve on sucion tubing.
H. Provide pvc suction tubing and polyethylene of sufficient length and diameter.
G. Pump shall be PULSAtron Model LPG5MA-VTC3, LAG Model C721-36313I, equal
by LiquiPro Model #A141-35313I or approved equal by Engineer.
Lake Norman State Park 11904-1

2.02 Mounting Bracket:
A. Bracket shall be constructed of stainless steel or fiberglass for mounting pump to
vertical wall.
2.03 Non -Metallic Chemical Containment Basin:
A. Provide one synthetic chemical storage basin which. is designed for storing two 55
gallon drums. Basins shall meet EPA requirements for secondary containment and be
compatible with chlorine solution.
PART 3 - EXECUTION
3.01 Installation of Injection Adapter:
A Install adapter by drilling an 11/16" hole in the proper location for the injection quill
and deburr the edges.
B. Place the correct seal and saddleblock over the hole and tighten with the two clamps
provided.
C. Install injector into the adapter to complete the installation.
END OF SECTION 11904
Lake Norman State Park 11904-2

SECTION 11909
SUBMERSIBLE PUMP STATIONS
PART 1- GENERAL
1.01 Summary of Work:
A. The Contractor shall install and put into satisfactory service an effluent wastewater
pumping station. Each submersible pump station to be furnished under this
specifications shall be comprised of the following items. Sizes, elevations, and
locations are as shown on the Contract Drawings.
1. A concrete wet well and valve box. Refer to "Section 02730 - Pre -Cast Concrete
Manholes and Vaults" and "Section 03310 - Concrete Work."
2. Access hatches, ladders, and steps. Refer to "Section 02730 - Pre -Cast Concrete
Manholes and Vaults" and "Section 05500 - Metal Fabrications."
3. Two (2) submersible centrifugal grinder pumps suitable for use with raw sewage
and two (2) submersible centrifugal pumps suitable for use with effluent
wastewater to be installed in the chlorine contact/pump tank well. This section
shall be dedicated to detailing the technical specifications for both of these types
of pumps.
4. Miscellaneous piping, valvework, and supports. Refer to "Division 15 -
Mechanical."
5. Miscellaneous electrical and instrumentation/control items. Refer to "Section
13300 - Instrumentation and Controls" and "Division 16 - Electrical."
6. Security fencing around the pump station wet well, valve box and
electrical/instrumentation/control equipment. Refer to "Section 02444 -
Permanent Chain Link Fencing and (Dates."
1.02 Submittals:
A. Shop drawings shall include, at a minimum:
1. A complete description of the equipment, system, and process/function, including
a list of system components and features, drawings, catalogue information and
cuts, and manufacturer's specifications.
Lake Norman State Park 11909-1

2. Performance data and curves as well as horsepower requirements.
3. Functional description of any integral instrumentation and controls supplies,
including a list of parameters monitored, controlled, and alarmed.
4. Addresses and phone numbers of service centers nearest to the Owner as well as a
listing of the manufacturer's or manufacturer's representative's services available
at these locations. Also include addresses and phone numbers of the nearest parts
warehouses capable of providing full parts replacement and/or repair service for
the pumps.
PART 2 - PRODUCTS
2.01 General - Submersible Pumps:
A. Each pump station wet well shall contain two (2) submersible pumps, capable of
pumping effluent wastewater:
Each pump shall be equipped with a submersible electric motor, NEMA Design
E, rated for a 460-volt, three (3)-phase, 60-hertz service.
2. All pumps shall be designed for continuous operation at the design point and at
any head condition within 20 percent of the design total dynamic head (TDH).
3. Each pump shall be retrievable and replaceable without entering the wet well and
without requiring that the wet well be drained.
a. The retrieval system for each pump shall consist of quick -disconnect elbow
discharge, upper and lower guide mounting supports (intermediate guides
where required), Type 304 stainless steel lifting cable, and Type 304 stainless
steel guide rails. The manufacturer shall furnish special mounting accessories,
if required, to accommodate the discharges as shown on the drawings.
4. Type 316 stainless steel anchor bolts shall be provided for mounting of all items
within the wet well.
5. Contractor may choose to use a pump station control system, as packaged by the
pump manufacturer or supplier, in lieu of integrating a control panel. The control
system must conform to all requirements shown on the Contract Drawings and as
specified in "Section 13300 - Instrumentation and Controls."
Lake Norman State Park 11909-2

2.02 Submersible Pump Performance:
A. Effluent Pump Station shall have duplex pumps conforming to the following
requirements:
a.
Pump System: Influent
Effluent/Irrigation
b.
Number of Pumps: 2
2
c.
Pump Type: Grinder
Effluent
d.
Design Pumping Rate: 78 gpm
135 gpm
e.
Desi n TDH: 78-84 feet
156-161 feet
f.
Discharge Elbow Diameter: 2-inches
4-inches
g.
Minimum Horsepower: 5 horsepower
18 horsepower
h.
Minimum Efflcigncy: 30 percent
30 percent
is
Basis for design Manufacturers: Barnes
Flygt
j.
Base Model: SGV5042L
CP-3152
k.
Accptable Manufactures: ABS, Barnes, ITT Flygt, KSB, or approved equal.
B. The pump manufacturer shall perform the following inspections and tests on each
pump before shipment from factory:
1.
Impeller, motor rating, and electrical connections shall first be checked for
compliance with the purchase order
2. A motor and cable insulation test for moisture content or insulation defects shall
be made.
3. Prior to submergence, the pump shall be run dry to establish correct rotation and
mechanical integrity.
4. The pump shall be run for 30 minutes submerged a minimum of six (6) feet under
water.
5. The insulation test is to be performed again.
Lake Norman State Park 11909-3

6. A written report stating the foregoing steps have been done shall be supplied with
each pump at the time of shipment.
2.03 Submersible Pump Design and Construction:
A. The pump(s) shall be capable of handling appropriate liquid. The discharge
connection elbow shall be permanently installed in the wet well along with the
discharge piping. Each pump shall be automatically connected to the discharge
connection elbow when lowered into place and shall be easily removed for inspection
or service. There shall be no need for personnel to enter wet well. Sealing of the
pumping unit to the discharge connection elbow shall be accomplished by a simple
linear downward motion of the pump. A sliding guide bracket shall be an integral
part of the pump unit. The entire weight of the pumping unit shall be guided by two
(2) guide bars and pressed tightly against the discharge connection elbow with
metal -to -metal contact. Sealing of the discharge interface by means of a diaphragm,
O-ring, or other devices will not be acceptable. No portion of the pump shall bear
directly on the floor of the sump. The pump, with its appurtenances and cable, shall
be capable of continuous submergence under water without loss of watertight
integrity to a depth of 65 feet.
B. Major pump components shall be of gray cast iron, Class 30, with smooth surfaces
devoid of blowholes and other irregularities. Where watertight sealing is required,
O-rings made of nitrite rubber, shall be used. All exposed nuts and bolts shall be of
AISI Type 316 stainless steel construction. All surfaces coming into contact with
wastewater, other than stainless steel, shall be protected by an approved
wastewater -resistant coating. The pump exterior shall be sprayed with an epoxy
primer and with eight (8) dry millimeters of chlorinated rubber paint finish.
C. All mating surfaces where watertight sealing is required shall be machined and fitted
with nitrite rubber O-rings. The fitting shall be such that sealing is accomplished by
metal -to -metal contact between machined surfaces. This will result in controlled
compression of nitrile rubber O-rings without the requirement of a specific torque
limit. No secondary sealing compounds, rectangular gaskets, elliptical O-rings,
grease, or other devices shall be used.
D. The cable entry water seal design shall preclude specific torque requirements to
ensure a watertight and submersible seal. The cable entry shall be comprised of a
single cylindrical elastomer grommet, flanked by stainless steel washers, all having a
close tolerance fit against the cable outside diameter and the entry inside diameter and
compressed by the entry body containing a strain relief function, separate from the
function of sealing the cable. The assembly shall bear against a shoulder in the pump
top. The cable entry junction chamber and motor shall be separated by a stator lead
sealing gland or terminal board which shall isolate the motor interior from foreign
Lake Norman State Park 11909-4

material gaining access through the pump top. Epoxies, silicones, or other secondary
sealing systems shall not be considered acceptable.
E. The pump motor shall be a squirrel -cage, induction, explosion -proof dry shell type
design housed in an air -filled or circulated oilfilled, watertight chamber. The stator
winding and stator leads shall be insulated with moisture -resistant Class F insulation
which will resist a temperature of 311 degrees Fahrenheit. The stator shall be dipped
and baked three times in Class F varnish and shall be heat -shrink fitted into the stator
housing. The use of bolts, pins, or other fastening devices requiring penetration of
the stator housing shall be rejected. The motor shall be designed for continuous duty,
capable of sustaining a minimum of 10 starts per hour. The rotor bars and short
circuit rings shall be of aluminum.
F. Each unit shall be provided with an adequately -designed cooling system consisting of
a water jacket which encircles the stator housing. The water jacket shall be provided
with a separate circulation of the pumped circulated oil liquid. Cooling media
channels and ports shall be non -clogging by virtue of their dimensions.
G. The junction chamber, containing the terminal board, shall be sealed from the motor
by gasket. Connection between -the cable conductors and stator leads shall be made
with threaded compressed type binding posts permanently affixed to a terminal board
and thus perfectly leak -proof.
H. Thermal switches shall be used to monitor stator temperatures. The stator shall be
equipped with three (3) thermal switches, embedded in the end coils of the stator
winding (i.e., one (1) switch in each stator phase). These shall be used in conjunction
with and supplemental to external motor overload protection and wired to the control
panel.
I. The pump shaft shall be of AISI Type 420 stainless steel. This is a nickel -bearing
chromium steel designed for heat treatment to high mechanical properties providing
superior corrosion resistant characteristics.
I Each pump shall be provided with a tandem mechanical shaft seal system. The upper
of the tandem set of seals shall operate in an oil chamber located just below the stator
housing.
K. Each interface shall be held in contact by its own spring system. The seals shall
require neither maintenance nor -adjustment, but shall be easily inspected and
replaceable. The following seal types shall not be considered acceptable nor equal to
the dual independent seal specified: shaft seals without positively driven rotating
members or conventional double mechanical seals containing either a common single
or double spring acting between the upper and lower units. The latter conventional
system requires a pressure differential to offset external pressure and to effect sealing.
Lake Norman State Park 11909-5

L. Each pump'shall be provided with an oil chamber for the shaft sealing system. The oil
chamber shall be designed to prevent overfilling. The drain and inspection plug, with
positive anti -leak seal, shall be easily accessible from the outside.
M. A moisture protection device shall be provided in the oil chamber for detecting the
presence of water. If water enters the oil chamber, the device shall stop the motor
and energize an alarm.
N. The pump shaft shall rotate on two (2) permanently -lubricated bearings. The upper
bearing shall be a single -row roller bearing and the lower bearing a two (2)-row
angular contact ball bearing.
O. The impeller shall be of gray cast iron, Class 30, dynamically -balanced,
double -shrouded non -clogging design having a long thrulet without acute turns. The
impeller shall be capable of handling solids, fibrous materials, heavy sludge, and other
matter found in normal wastewater applications. The pump manufacturer shall, upon
request, furnish mass moment of inertia data for the proposed impeller. The influent
pump impeller shall be cutter type and effluent impeller shall be capable of passing a
minimum three (3)-inch solid sphere. The fit between the impeller and the shaft shall
be a sliding fit with one (1) key.
P. The volute shall be of a single piece, non -concentric design and shall have smooth
fluid passages large enough at all points to pass any size solids which can pass
through the impeller.
Q. A wear ring system shall be installed to provide efficient sealing between the volute
and impeller. The wear ring shall consist of a stationary ring made of nitrile rubber
molded with a steel ring insert which is drive fitted to the volute inlet.
2.04 Submersible Pump Lubricants:
A. The pump manufacturer shall furnish, with each pumping unit, all lubricants (oils and
greases) necessary for the initial lubrication of the pump and the drive motor.
The lubricants furnished shall be appropriately identified by viscosity and/or class
number.
2. Each lubricant furnished shall be identified by the name of the producer of the
lubricant and by the trade name given to the lubricant by the producer.
2.05 Submersible Pump Warranty:
A. The pump manufacturer shall warrant the units being supplied to the Owner against
defects in workmanship and material under normal use, operation, and service for a
Lake Norman State Park 11909-6

minimum of one (1) calendar year from the date of final acceptance of the project, at
no additional cost. The warranty shall be in printed form and apply to all similar
units.
2.06 General - Submersible Sump Pumps:
A. A submersible sump pump capable of automatic operation shall be installed in the
valve box at both pump station locations. The purpose of this pump is to rid
accumulated drainwater from the valve box and convey it back to the wet well.
1. The sump pump shall be hard -wired to the above grade
electrical/instrumentation/control panel.
2. The following manufacturers and models shall be acceptable for this application:
a. F.E. Meyers (Ashland, OIL) - Model ME40.
b. Zoeller Pump Company (Louisville, ICY) - Model Water Ridd'r II.
c. Or equal by Little Giant or other, as approved by the Engineer.
3. Both sump pumps to be provided under this Construction Contract shall be by the
same model and manufacturer.
PART 3 - EXECUTION
3.01 General:
A. Install all equipment and accessories as shown on the Contract Drawings and
according to the manufacturer's instructions and recommendations.
B. Start-up services are detailed in "Section 13300 - Instrumentation and Controls." A
trained representative of the non -clog submersible pump supplier or manufacturer
shall certify the installation and verify that all control and instrumentation loops
operate as intended by the Contract Documents.
C. The warranty period for all pumps furnished under this section shall not begin until
the date on which the Contractor's Certificate of Completion is issued.
END OF SECTION 11909
Lake Norman State Park 11909-7

SECTION 13300
INSTRUMENTATION AND CONTROLS
PART I - GENERAL
1.01 Related Documents:
A. Contract Drawings and general provisions of contract, including General and
Supplemental Conditions and "Division 1 - General Requirements" of these Contract
Specifications sections, apply to work of this section.
B. Instrumentation and controls not included in this specification include:
1. Division 11 - Equipment.
2. Division 13 - Special Construction.
1.02 Description of Work:
A. General: Control panels shall be furnished by the respective equipment manufacturers
or a system integrator. The intent of these specifications are to provide a performance
specification is conjunction with the related documents above for a complete and
operationally functional system. Contractor shall provide a complete and operable
system. Items not specified herein may be required to meet the performance of this
specification and they shall be flu-nished and installed at no additional cost.
B. Instrumentation and controls for the system shall meet the minimum requirements as
specified herein. The base system shall include manufacturer's standard equipment
with instrumentation and controls and may be relay or programable logic controller
(PLC) based. In the system most equipment operates independently of the other
equipment and there is no Supervisory Control and Data Acquisition (SCADA)
system.
C. Provision of Instrumentation Equipment and Wiring: Extent of the system is indicated
on the drawings and described in the specifications. Systems shall be provided to
operate as described in the "Instrument Loop Descriptions" of this section.
1.03 Quality Assurance:
A. Instrumentation items to comply with recommended practices of Instrumentation
Society of .America (ISA) for performance and Underwriters' Laboratories, Inc. (CTL)
standards for specific atmospheric applications. Enclosures to comply with National
Electrical Manufacturers' Association (NEEMA) standards for the specific application.
Lake Norman State Park 13300-1

B. Accuracy: The system includes primary elements, transmitters, signal circuits,
receivers, and shall meet the following criteria over an ambient temperature range of
between 0 and 120 degrees Fahrenheit.
1, Analytical: 1 percent of full scale.
2. Pressure: 1.0 percent of full scale.
3. Level: 1.0 percent of full scale.
4. Flow Rate: 1.5 percent of maximum over 10 to 1 range.
5. Flow Integration: 1.0 percent maximum over 10 to I range.
C. Product Uniformity: Contractor shall certify and ensure the immediate selection of
components to meet the Contract Specifications and assure Owner that, once Engineer
and Owner approval is secured, said components and equipment are used uniformly
and solely throughout the Contract Work unless specific locations or applications of
service dictate otherwise.
1.04 Contractor Requirements:
A. Contractor shall be licensed in the State of North Carolina to perform the work
specified.
B. A "systems integrator" may be employed by the Contractor. The systems integrator
shall specialize in water facility controls, have a minimum of five years of experience,
and completed a minimum of ten projects which are equal or greater in scope to this
project.
C. The Contractor shall be responsible for all programming, start-up, and training
activities.
1.05 Submittals:
A. Submit the following information to the Engineer for approval prior to commencing
Contract Work:
1, A functional schematic, conforming in style and nomenclature to ISA-55.1,
showing all control processes.
2. Provide shop drawing for each type of instrument used in work including:
specifications, drawings, cut sheets, and other applicable information for all
instruments to be provided..
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3. ISA Certificate of Conformance for each like instrument.
4. Wiring diagrams showing point-to-point terminations for each item in each control
loop.
5. Separate loop diagrams for each loop showing schematically each item in loop by
tag number and sequence and description of operation. Verify in writing all loop
descriptions showing additional items properly identified to satisfy complete
functional system.
6. Panel layouts with panel wiring and/or piping diagrams with Bill of Materials
indicating the manufacturer and catalog numbers of the components used in the
wiring diagram.
7. Elementary, ladder type wiring diagrams for control wiring involving relays,
control switches, motor starters, and pilot lights.
8. All wiring diagrams shall have all wires numbered with no duplicate wire numbers
throughout this project.
9. Conduit schedule.
2.01 General:
A. The Contractor shall furnish all labor, materials, tools, equipment, and perform all
work and services necessary for or incidental to the furnishing and installation of all
operational instrumentation and controls as shown on Contract Drawings and as
specified herein.
B. The required work consists of, but is not necessarily limited to,:
Furnishing, installing, and coordinating all instrumentation and controls for the
influent pump station, wastewater treatment lagoon, chlorine contact tank/effluent
filters, ultraviolet disinfection, turbidometer, flow monitoring and chlorine contact
tank/effluent pump station, as shown on the Contract Drawings and specified
herein.
C. Although such work is not specifically shown or specified, all supplementary or
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound,
secure, complete, and compatible installation shall be furnished and installed as part of
the Contract Work.
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D. Coordinate instrumentation equipment with other applicable sections to complete the
instrumentation and control system, complete with interconnecting wiring diagrams
(point-to-point) for connecting other equipment. Instrumentation and control includes
metering, sensing, status indication, alarm, interlocking, switching, and miscellaneous
components required for control of process and operation variables.
E. The Contractor shall furnish one year's supply of recorder charts, pen and ink,
recommended lubricants, all required special tools, and all spare parts recommended
by the manufacturer of each piece of equipment.
F. Start -Up- Services: Employ and pay for the services of manufacturer's or supplier's
certified field service representative to:
1. Inspect equipment covered by these Contract Specifications.
2. Adjust, calibrate, check, and commission the instrumentation/control system.
3. Conduct the initial start-up of equipment, perform basic operational checks, as
well as verify system operation in accordance with quality standards of this
specification section.
4. Provide Owner with a written statement that manufacturer's equipment has been
installed, commissioned, and calibrated properly and is ready for operation by the
Owner. Secure the manufacturer's certification that each control loop functions as
required.
5. Provide operation and maintenance manuals and review the manuals orally with the
Owner's personnel to the extent needed to assure warranty compliance and
complete familiarization with correct operating and maintenance requirements of
the equipment. Instruction of operators is incidental to start-up and warranty
compliance. Multiple formal training sessions or significant time over and above
normal start-up will not be required.
2.02 Control Panels:
A. See Division 11 - Equipment as well as the Contract Drawings for detailed control
panel requirements. The manufacturer shall provide the standard instrumentation and
controls system with the treatment plant equipment. Each local panel shall contain the
items listed below on its face, as a minimum. All items shall have labels on the front of
the panel.
1. General: For each panel:
a. Power on indicator light.
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b. External alarm horn and indicator light.
c. External alarm silencer pushbutton.
d. Two (2) single-phase, 120-volt GFI receptacles.
2. Influent Grinder Pump Station:
a. Effluent Pump Station: For each pump (two (2) each):
a. Hand/Off/Auto switch.
b. Run indicator light.
c. Run time totalizer.
d. Manual lead/lag selector.
e. Alarm indicator lights.
f. Mushroom -type emergency stop button and lock -out.
g. Totalized flow (one only).
h. Instantaneous flow (one only).
i. Chart recorder (one only, internal to panel).
3. Aerated Lagoon: For each aspirator aerator (two (2) each):
a. Hand/Off/Auto switch.
b. Run indicator light.
c. Run time totalizer (i.e., inside the panel).
d. Alarm indicator lights.
e. Mushroom -type emergency stop button and lock -out.
4. Effluent/Irrigation Pump Station:
a. Effluent Pump Station: For each pump (two (2) each):
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a. Hand/Off/Auto switch.
b. Run indicator light.
c. Run time totalizer.
d. Manual timer to set run times for each pump.
e. Alarm indicator lights.
f. Mushroom -type emergency stop button and lock -out.
g. Totalized flow (inside building).
h. Instantaneous flow (inside building).
i. Chart recorder (inside building).
5. For each autodialing system for influent grinder pump station(operator interface
shall be inside control panel):
a. Autodialing system run indicator light.
b. Alarm indicator light.
2.03 General Instrument Loop Descriptions:
A. Instrumentation systems shall operate as described below. Provide all equipment, wire
and cable, and installation required for the operation described.
B. Analog Output Transmitters: Analog output transmitters indicated on the drawings
and specified herein are input to the respective control panels.
C. Digital Signals: Digital signals, including motor status signals and alarm contacts, are
input to the respective control panels.
D. Pump and Motor Operation: All pumps and motors which have starters mounted
either in motor control centers or free standing will have auxiliary contacts to indicate
running. In addition, there may be additional controls for specific pieces of equipment,
with appropriate relays or coils which will need to be provided to allow initiation of
operation.
E. Auto -Dialer: When specified alarms are not acknowledged within a preset time, the
auto -dialer shall be programmed to dial a series of phone numbers (in sequence) until
there is a response and report one or more prerecorded messages. Any failure of the
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autodialing system shall be indicated by an alarm light on the face of the control panel
and activate the external alarm horn and light.
F. Specific Loop Descriptions: Specific loop descriptions are included below for both
the base system and upgraded system.
2.04 Specific Instrument Loop Descriptions:
I. Influent Pump Station:
a. All wastewater pumps shall be controlled from an above -grade control panel
and be operated by Hand/Off/Auto switches. Power to a single pump may be
interrupted through the engagement of the mushroom -type emergency stop
button, while allowing the other pump to operate normally. The
mushroom -type emergency stop buttons shall be provided with
lock-out/tag-out devices. Normal operation in the Auto mode shall be based
on the wastewater levels in the pump station wet well as indicated by the float
level switches At the "Lead Pump On" level range, the lead pump shall initiate
pumping. The lag pump shall begin operation when the "Lag Pump On" level
range is detected. The lead and lag pump shall be alternated with each
pumping cycle. When a high level is detected, both pumps will turn on, and
the external alarm horn and light shall be activated. A pump run timer will
cumulatively record how long each pump runs. High level condition shall
initiate visual and audible alarms, as well as initiate autodialer if not responded
to in preset time. Pumps shall shut off on high pressure.
b. Provide instrumentation and controls with magnetic flow meter as specified in
Division 11. Output from flow meter shall indicate instantaneous flow and
totalized flow, and record flow locally on 24-hour chart recorder.
2. Aerated Lagoon:
a. Aerators(s) shall operate on timed settings (based on 24 hour clock) or
manually. Each pump may be operated in hand/off/auto modes. Power to a
single aerator may be interrupted through the engagement of the
mushroom -type emergency stop button, while allowing the other pump to
operate normally. The mushroom -type emergency stop buttons shall be
provided with lock-out/tag-out devices. Status, and run times shall also be
monitored locally. Runtimes shall be monitored locally.
3. Effluent/Irrigation Pump Station:
a. Effluent/irrigation pumps shall be controlled from an above -grade control panel
and be operated by Hand/Off/Auto switches. Power to a single pump may be
interrupted through the engagement of the mushroom -type emergency stop
Lake Norman State Park 13300-7

button, while allowing the other pump to operate normally. The
mushroom -type emergency stop buttons shall be provided with
lock-out/tag-out devices. Normal operation in the Auto mode shall be based
on set times on a 24-hour clock. A pump run timer will cumulatively record
how long each pump runs. Pumps shall shut off on high pressure.
b. Provide instrumentation and controls with magnetic flow meter as specified in
Division 11. Output from each of two flow meters shall indicate instantaneous
flow and totalized flow, and record flow locally on a common 24-hour chart
recorder with two color pins.
c. Each of two chlorine solution metering pumps shall be interlocked with
respective effluent/irrigation pumps, so that they run when effluent/irrigation
pumps are running.
2.05 Electronic Equipment Environmental Protection:
A. Provide all printed circuit boards with "Humiseal" conformal coating, covering all
components on both sides of board except not covering adjustable components. Gold
plate edge connectors on circuit board and socket contacts. Install thermostatically
controlled condensation protection heaters in all enclosures housing electronic
equipment. All enclosures installed outdoors shall be NEMA 4X stainless steel or
fiberglass.
2.06 Control Components:
A. Control components (push-button switches, selector switches, and indicating lights)
shall be NEMA rated, heavy duty, oil tight except, on the control operations control
panel, they shall match the existing equipment.
B. Control Relays and Latching Relays: Relays shall be machine tool type with 120 volt,
60 Hertz coil and field convertible 10 ampere, 600 VAC contacts.
C. Timing Relays: Timing relays shall be pneumatic type with 120 VAC coils.
D. General Purpose Relays: General purpose relays shall be plug-in type, 5-pin socket,
120 VAC coil, DPDT contacts, rated 10 amperes at 120 VAC.
E. Power Relays: Power relays shall have DPDT contacts rated 30 amperes at 240 VAC
and 120 VAC coils. Contacts shall be rated 1 HP at 240 VAC.
2.07 Instrumentation Wire and Cable:
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A. The Contractor shall furnish and install all instrumentation cable and control wire
required for the indicated and specified instrumentation and control systems. Unless
indicated otherwise, install all cable and wire in rigid galvanized steel conduit.
Provide American Wire Gauge (AWG) No. 18 stranded copper, twisted, shielded
pairs similar to Belden No. 8760 for four (4) to 20-milliampere signal wiring.
Signal wiring shall not be pulled into conduits with power or AC control wiring.
2. Provide stranded copper Type THHN/THWN for control wiring involving relays
and switches. Use AWG No. 14 minimum and larger as required to limit voltage
drop to five (5) percent when control circuits operate.
3. Provide special instrumentation wire and cable as required for instruments with
signals other than four (4) to 20 milliamperes.
4. Ground cable shields, as recommended by the instrument manufacturer.
B. Signal cable and signal cable conduits are to be installed by the Contractor.
Terminations for all instrumentation wiring will be made by the Contractor.
2.08 Pressure Gauges:
A. Gauge sizes and scale ranges for pressure, vacuum, or compound gauges shall be as
indicated on the instrument device schedule drawings, piping schematic drawings, or
as specified. Furnish on influent pump station and each effluent line. Gauges shall be
of the differential pressure type where indicated. Gauge scales shall have at least 5
major and 50 minor divisions. Major divisions shall be equally spaced and shall be in
whole integers. Scale units (inches, psi, feet) shall be engraved on the scale. Each
gauge shall be provided with a ball -type shutoff valve.
B. All gauges with spans of 10 psi or less shall have AISI Type 316 stainless steel bellows
and connections. All process gauges with spans greater than 10 psi shall have an AISI
Type 316 stainless steel Bourdon tube and connections.
C The manufacturer's standard ranges will be considered if approximately equal to the
specified range. however, the Engineer reserves the right to require special scales and
calibration if the manufacturer's standard is not acceptable. Gauges shall have clear
acrylic or shatterproof glass windows, adjustable pointers, stainless steel geared
movement, and shock -resistant cases. Pointer travel shall span not less than 200
degrees nor more than 270 degrees. Gauge accuracy shall be nominal 1.0 percent of
span, corresponding to ANSI B40.1. Accuracy Grade A. Gauges shall be
manufactured by Ashcroft, U. S. Gauge, or Weksler.
D. Pressure Gauges: Furnish and install pressure gauges on each effluent line.
Lake Norman State Park 13300-9

2.09 Pressure Switches:
A. Pressure switches shall be field adjustable and shall have a trip point repeatability of
better than 1 percent of actual pressure. Contact rating shall be 10 amperes at 120
volts ac, Switches shall have over -range protection to maximum process line pressure.
Switches mounted inside panels shall have NEMA Type I housings. All other switches
shall have weatherproof housings. Switches shall be of the differential pressure type
where indicated on the drawings or in the device schedule.
B. Furnish and install pressure switches as shown on the contract drawings and/or as
specified. Furnish on influent pump station and each effluent line. Switches shall be
SPDT, normally closed. Switches shall require manual reset. Switches shall be
weatherproof, Series SB, SD, and SE as appropriate, by Asco or equal by Square D
Ashcroft, Barksdale, Mercoid Controls, S.O.R., or General Electric. Switches shall be
as specified.
2.10 Diaphragm Seals:
A. Furnish and install diaphragm seals as specified. Body shall be 304 stainless steel with
a capsule. Diaphragm shall be 316L stainless steel with Teflon or Vton in vacuum or
pressures less than 15 psig. Seal shall be Type 100 by Ashcroft or equal by Weksler or
Ametck (U.S. Gauge).
2.11 Lightning and Surge Protection:
A. Furnish and install in each electronic transmitter a lightning and _surge protection
device to protect sensitive electronic circuits in the transmitter and in the signal
receiving equipment.
2.12 Magnetic Flow Meter:
A. - Furnish and install magnetic flow meters in sizes and locations shown on drawings.
Electromagnetic flowmeters shall have 304 stainless steel measuring tube, PFA Teflon
f - lined, Hastelloy C4 electrodes, IP67 enclosure, 2 stainless steel grounding rings, with
IFCO20F integral mount signal converter, 115 VAC/50Hz, with indcator/totalizer,
current and pulsed output and empty zero stabilization. Unit shall be Krohne Ecoflux
or equal by Foxboro, Badger or approved equal.
2.13 Digital Panel Indicators:
A. Digital indicators shall be designed for semiflush mounting in a panel. The display
shall be a 3-1/2 digit LED or gas -discharge type, with digits at least 0.5 Inch high.
The display shall be easily read at a distance of 10 feet in varying control room lighting
environments. Operating temperature range shall be 0 to 60°C. Accuracy shall be +/-
0.1 percent. The display shall be scaled in engineering units, with the units engraved
Lake Norman State Park 13300-10

an the display face or on the associated nameplate. The display shall have a selectable
decimal point and shall provide over -range indication. Digital indicators shall be
i manufactured by Action Instruments, Electro-Numerics, Red Lion Controls,
Sycon-Weston, or equal.
r
2.14 Selector Switches:
A. Selector switches shall be heavy-duty, oil -tight type, with low voltage lamps. ]Position
legends shall be engraved on the switch faceplate. Switches for electric circuits shall
- have silver butting or sliding contacts, rated 10 amperes continuous at 120 volts ac.
Contact configuration shall be as indicated on the drawings or as required for the
application. Switches used in electronic signal circuits shall have contacts suitable for
that duty. Switches shall be Cutler -Hammer Type T, General Electric CR, Square D,
or Micro Switch Type PT.
2.15 Jndicating Lights:
A. Indicating lights shall be heavy-duty, oil -tight type, with low voltage lamps. A built-in
transformer shall be used for ac service. Legends shall be engraved on the lens or on a
legend faceplate. Lamps shall be easily replaceable from the front of the indicating
light. Indicating lights shall be Cutler -Hammer Type T, General Electric CIZ, or Micro
Switch Type PT.
2.16 Push Buttons:
A. Push buttons shall be heavy-duty, oil -tight type. Legends shall be engraved on the
push-button faceplate. Contacts shall be rated 10 amperes continuous at 120 volts ac.
Push buttons shall be Cutlefflarnmer Type T, General Electric CR,. or Micro Switch
' Type PT.
2.17 Float Level Switches:
A. Float level switches shall be of the direct acting mercury float type for complete
F automatic operation.
E. The mercury switch shall consist of a steel tube hat houses mercury and
non -mechanical contacts.
C. The power cord shall consist of a type SJ®W-A cord rated for 300 maximum capacity.
D. The mercury tube switch and cord shall be sealed in a vinyl ball with leak proof
polyurethane resin.
1 2.18 Circular Chart Rmrders:
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A. The circular chart recorders shall be capable of recording a single trace on a 10-inch
chart. Each trace shall be made in a different color, namely blue, red, green, and
black. The writing devices shall be, disposable and capable of writing a line of
2,000-feet under normal operating conditions.
B. The recorder shall be able to accept directly wired thermocouples as well as 3-wire
RTD's and DC voltages (up to 5 volts) through the use of universal inputs (one set of
terminals for all input types for each of the four channels). In addition, the recorder
1 shall be able to operate at speeds of 1 hour per revolution to 4096 hours per
revolution without the need for mechanical changes to the recorder mechanism.
C. The recorder shall use a 40 character vacuum fluorescent display. Each character shall
be comprised of a 5X7 dot matrix array. All displayed information shall be in plain
English, the use of mnemonic abbreviations is unacceptable. Each channels' measured
value shall be displayed in up to five characters plus sign. Each measured value shall
have available a five character, configurable engineering unit descriptor. Each channel
shall also have available four alarms. Each alarm shall be individually selectable as
either absolute high, absolute low, rate of change (rising or falling) or deviation.
D. The recorder shall also be capable of adding up to 2 full function PID control loops,
and serial communications.
E. The recorder shall be suitable for wall, panel, or pipe mounting and be available in a
. NEMA 4X enclosure. The recorder shall be Eurotherm Recorder Inc. model 392,
equal by Bristol Babcock, Foxboro, or equal.
2.19 Power Supplies:
A. Regulated do power supplies for instrument loops shall be designed and arranged so
that loss of one supply does not affect more than one instrument loop or system.
Power supplies shall be suitable for an input voltage variation of +/- 10 percent and the
supply output shall be fused or short-circuit protected. Output voltage regulation shall
be as required by the instrumentation equipment supplied. Multiloop or multisystem
z power supplies will be acceptable if backup power supply units are provided which
will automatically supply the load upon failure of the primary supply. The backup
supply systems shall be designed so that either the primary or the backup supply can be
removed, repaired, and returned to service without disrupting the instrument system
operation. The power distribution from multiloop supplies shall be selectively fused so
that a fault in one instrument loop will be isolated from the other loops being fed from
the same supply. Fuses shall be clearly labeled and shall be located for easy access.
Multiloop supply systems shall be oversized for an additional 10 percent future load.
Failure of a multiloop supply shall be indicated on the respective instrument panel or
enclosure.
2.20 Delays:
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A. Relays indicated to be provided in panels, enclosures, or systems furnished under this
section shall be of the plug-in socket base type with dustproof plastic enclosures unless
noted otherwise. Relays shall be UL recognized and shall have not less than
double -pole, double -throw contacts. Relays shall have an integral pilot light to
indicate when the coil is energized. Control circuit relays shall have silver -cadmium
oxide contacts rated 10 amperes at 120 volts ac. Electronic switching -duty relays shall
have gold-plated or gold alloy contacts suitable for use with low level signals. Relays
used for computer input alarm input, or indicating light service shall have contacts
rated at least 3 amperes. Time -delay relays shall have dials or switch settings engraved
= in seconds and shall have timing repeatability of :+/- 2.0 percent of setting. Latching
and special purpose relays shall be as required for the specific application. Relays shall
be Eagle Signal Series 22, 80; IDEC Series RR; Potter & Brumfield Series KRP, CB;
Struthers -Dunn Series A3, A4, or equal
2.21 Electronic Signal Booster/Isolators:
A. Electronic signal boosters and isolators shall have all solid-state circuitry and complete
electrical isolation between the power supply and the input and output signals.
Accuracy shall be +/- 0.15 percent of span. Isolators shall be manufactured by
Acromag, Moore, R.I.S., AEM, or equal.
2.22 Instrument Calibrator:
A. The calibrator shall be completely portable and shall be capable of measuring and
i generating milliamperes and volts. The calibrator shall be completely solid-state and
shall have one. 4-1/2 digit display capable of indicating either calibrator input or
output. The display indication (output or input) shall be switch selectable. The input
display shall be bipolar, complete with a minus (-) sign.
B. Inputs shall range from -50 to +50 volts; -100 to + 100 MV; and -50 to +50 mA dc,
Outputs shall range to cover 0 to 11 volts and 0 to 22 mA dc. Input and output
accuracy shall be +/- 0.1 percent of full scale and shall be traceable to the National
Institute of Standards and Technology. The calibrator shall be capable of simulating a
two -wire transmitter operating from an external supply voltage of 12 to 65 volts dc, or
driving an external load of 0 to 400 ohms at 20 mA do from the calibrator's internal 24
volt do supply. The calibrator shall have input-output isolation and shall be protected
against misconnection and over -voltage.
C. The calibrator shall be powered from a snap -in battery pack capable of operating the
calibrator for 8 hours at 20 mA continuous output. The calibrator shall be supplied
with two battery packs, a separate battery charger, a carrying case, an instruction
It manual, and test leads. The calibrator shall be Transmation 1091 and specified module
part numbers.
Lake Norman State Park 13300-13

D. The calibrator shall be capable, with the addition of auxiliary modules, of measuring
pressure and differential pressure in inches of water or psig. Accuracy of pressure
measurement shall be 0.07 percent of full scale and shall be traceable to the National
Institute of Standards and Technology. The pressure modules shall have
over -pressure relief which protects calibration and shall be compatible with
non-conductive. non -corrosive, instrument -grade clean air or clean inert gas. Pressure
ranges and modules shall be as specified in the following table:
Pressure Ranges Module Part Number Single Port Dual Port (for differential input
Single Scale Modules
1
0-100 psig PS610 N/A
Dual Scale Modules
0-10 psig PD2120 PD2121 0-280 in. of water
E. The calibrator shall be equipped with fittings for 1/8 inch NPT to 1/4 inch OD tubing,
and a potable air supply pump (-2 to +200 psig ). The air supply pump shall be
Transmation 1098P.
2.23 Autodialer:
I A. The autodialer shall be a solid-state component, capable of dialing up to eight (8)
telephone numbers, each up to 16 digits in length. Phone numbers shall be
user -programmable via a operator -friendly interface that does not require special
i training for successful operation. The equipment shall be compatible with both
standard pulse dialing and touch tone dialing systems. The equipment shall also be
compatible with a wide -area paging system. The equipment shall have integral
uninterrupted power supply for up to 12 hours and integral surge protection.
E. Acceptable manufacturers of the autodialing equipment shall be: Control
Microsystems, Omega Engineering, Inc., RACO Manufacturing & Engineering
Company, Zetron, Inc., or approved equal.
PART 3 - EXECUTION
3.01 General:
A. The instrumentation equipment shall be installed by the Contractor or his
subcontractors in accordance with the manufacturers' instructions. The services of the
system suppliers technical representative shall be provided as necessary to calibrate,
Lake Norman State Park 13300-14

test and advise others of procedures for adjustment and operation in accordance with
the requirements of the quality control section.
3.02 Installation:
A. Furnish and install instrumentation in accordance with highest standards recognized in
industry in full accordance with ISA standards and in accordance with manufacturer's
recommendation.
B. Insure installation, calibration, and commissioning of instrumentation elements are
fully recognized and authorized by manufacturers. Pleas of ignorance on part of the
Contractor will not be permitted relative to installer qualifications and factory
authorization.
C. In addition to installation of equipment, provide following:
1. Calibration and Commission: Calibrate and commission control loops from primary
element to final control element or other device. Calibration includes simulating
control signal at input terminals of control loop elements proportional to range of
process variable being measured. Set zero and span of control elements to
conform to simulated input signal.
2. Commissioning includes written verification and elements of control loop function
throughout specified range. Provide commission documents.
3. Test Equipment: Provide equipment for calibration of control loops which is
certified by NBS. Equipment certification will be provided upon request.
4. Start -Up: Tune control loops to provide straight line control under dynamic
conditions. Control loops must meet Owner's approval before project will be
considered complete. Verify in writing that control -loops are operating as
specified.
3.03 Execution:
A. The Contractor shall furnish and install all conduit and power cable and install
instrumentation cable (supplied by instrument supplier) in conduit and underground
duct.
B. The Contractor shall furnish and install instruments and their components and make all
field connections.
C. All wiring shall be checked for proper termination.
D. Submit installation drawing and instructions and operations manual.
Lake Norman State Park 13300-15

Field Wiring:
A. Field wiring materials and installation shall conform to the requirements of the
electrical section, including applicable codes.
Field Piping:
A. Field piping materials and installation shall conform to the requirements of the
miscellaneous piping section, including applicable codes.
3.06 Field -Mounted Instruments:
1 A. instruments shall be mounted so that they may be easily read and serviced and all
appurtenant devices are easily operated. Installation details for some instruments are
indicated on the drawings. Unless otherwise indicated on the drawings, instruments
which include local indicators shall be mounted approximately 5 feet above the floor
and shall be oriented for ease of viewing. Transmitters shall be mounted an
corrosion -resistant pipe supports suitable for floor, wall, or bracket mounting.
3.07 Field Calibration:
A. A technician representing the Contractor shall calibrate each instrument and shall
provide a written calibration report for each instrument, indicating the results and final
tuning adjustment settings. The adjustments of each calibrated instrument shall be
✓+; sealed or marked, insofar as possible, to discourage tampering. Instruments shall be
calibrated before checkout of the operation of the system.
3.08 System Check:
A. A technician representing the Contractor shall participate in the checkout of metering
and control systems. If interrelated devices furnished by others such as valve
actuators, motor controls, chemical feeders, or primary measuring devices do not
perform properly when placed in service, the technical representative shall use suitable
test equipment to introduce simulated signals to verify or measure signals from such
devices as required to locate the source of trouble or malfunction. Contractor shall
have the responsibility for corrective measures.
3.09 Installation of Vest Equipment:
A. Unless specified otherwise, all test equipment for the calibration and checking of
system components shall be provided by the Contractor for the duration of the testing
work. Unless specified otherwise, test equipment will remain the property of the
Contractor.
Lake Norman State Park
13300-16

SECTION 15060
PIPE AND PIPE FITTINGS
PART 1- GENERAlt,
1.01 Description of Work:
- A. The extent of work under this item includes providing, installing, and testing all pipe
and pipe fittings as shown on the Contract Drawings and described herein necessary to
make complete and serviceable all piping systems.
B. Related work specified elsewhere in these Contract Specifications include:
1. "Division 2 - Site Work"
2. "Division 11 - Equipment"
3. "Division 15 - Mechanical."
1.02 Quality Assurance:
A. General: Class numbers or pressure rating and cover conditions shall be clearly
marked on the pipe and fittings at the factory. The proposed marking system shall be
submitted to the Engineer for approval prior to shipment of any pipe to the job.
B. Codes and Standards: Comply with the provisions of the following codes and
standards except as otherwise shown or specified.
1. ASTM: All applicable standards.
2. North Carolina Division of Health Services: All rules and regulations.
1.03 Submissions:
A. Material Certificates: Provide material certificates signed by both the manufacturer
and the Contractor. Certify that each material item complies with the specified
requirements.
B. Shop Drawings: Submit shop drawings on all piping materials.
C. Pipe Material: All piping to be used in this project is to be as indicated on the
Contract Drawings, or if not indicated, as specified below:
Lake Norman State Park 15060-1

1. All wastewater piping and shall be Schedule 40 PVC or Class 52 ductile iron as
shown on drawings. Buried ductile iron joints shall be mechanical joint type and
pvc shall be welded. Restrained joints shall be used as necessary.
i
1.04 Warranty and Acceptance:
A. The Contractor shall warrant all work to be free from defects in workmanship and
materials for a period of one year from the date of completion of all construction. If
work meets these specifications, a letter of acceptance, subject to the one year
warranty period, shall be given at the time of completion. A final acceptance letter
shall be given upon final inspection at the end of the one year warranty period,
provided the work still complies with these specifications. In the event deficiencies are
discovered during the warranty period, they shall be corrected by the Contractor
without additional charge to the Owner before final acceptance.
PART 2 - PRODUCTS
2.01 - Schedule 40 PVC Pipe:
A. Material:
1. Pipes shall comply with ASTM Standard D-1784 and shall be made of virgin PVC
compound with a cell classification of 12454-13.
2. Physical dimensions shall comply with the ASTM Standard D-1785 requirements.
B. Fittings and Joints:
1. Below ground connections to PVC pipe shall be solvent welded. Above ground or
exposed connections shall be threaded "tru-union" type.
2. Mechanical joints including pike ends, glands, bolts and nuts, and gaskets shall
conform to the applicable requirements of ANSI A21.11 and AWWA CHI.
Gaskets for use in air service shall be high temperature EPDM rubber suitable for
use at 225 degrees Fahrenheit.
2.03 PVC Pipe (Smaller than Three (3) Inches in Diameter):
A. PVC Pipe and Fittings:
1. PVC pipe and fittings shall be manufactured from Type 1, Grade 1 PVC, in
conformance with ASTM C1785. Compound from which pipe is produced shall
have a design stress rating of 2,000 pounds per square inch at 73 degrees
Fahrenheit, as listed by the Plastics Pipe Institute (PPI). Materials from which pipe
Lake Norman State Park 15060-2

1 y and fittings are manufactured shall have been tested and approved for conveying
potable water by the National Sanitation Foundation (NSF). Flange gaskets shall
be full -face rubber.
2. Pipe shall conform to the requirements of ASTM C1785, size as shown on
I. Contract Drawings.
_r
3. Joints shall be solvent -weld below grade for chemical piping and water piping
h unless otherwise indicated on the Contract Drawings. Threaded joints shall be
i_ used for all piping above grade unless otherwise shown Contract Drawings.
R 4. Fittings for pressure service and/or chemical applications shall conform to the
' requirements of ASTM D2466 for Schedule 40 and ASTM D2467 for Schedule
80. For drainage and waste piping, fittings shall be drainage pattern ASTM D
2165. Socket diameter shall be such that they are compatible with the pipe for
solvent welding.
5. Solvent Cement for PVC Piping: All socket -type connections shall be joined with
PVC solvent cement complying with ASTM D2564. Cement shall have a
y
minimum viscosity of 2,000 cps and be recommended by the piping manufacturer.
2.04 Large Diameter Ductile Iron Pipes
A. Thickness class as required by pressure and laying conditions in accordance with
American National Standards Institute (ANSI) A21.51.
j 2. Where connections are made with grooved fittings, increase thickness to conform
with fitting manufacturer's standards or above thicknesses (whichever is greater).
3. Pipe furnished shall have wall thicknesses at least equal to those given above minus
the appropriate casting allowances per ANSI A21.51. Pipe thickness shall be
designed based on flat bottom trench with loose backfill (Type 1 laying
conditions).
4. Line all ductile iron pipe, except that used for air systems, with cement mortar
lining conforming to ANSI A21.4.
2.05 Pipe Fittings for Ductile Iron Pipes
Ys
A. Conform to ANSI A21.10, Class 150. Fittings shall be push -on or mechanical joint
type. Fittings shall have cement mortar lining equivalent to that of the pipe lining.
2.06 Outlets for Ductile Iron Pipe:
Lake Norman State Park
15060-3

B. Couplings and fittings shall be as manufactured by Victaulic, Fappco, or equal.
C. Fabricate housings in two or more parts of malleable iron in accordance with ASTM
A47. Coupling gasket shall be of Grade H chlorinated butyl. Bolts shall be oval neck
track head type with hexagonal nuts, per ASTM A183 and A194. Grooved and
shouldered ends of piping shall be in accordance with the recommendations of the
manufacturer of the coupling, as approved by the Engineer. Pipe thickness shall be
increased to those shown on Page 15060-2 where grooved ends are used. If the
Contractor chooses to use grooved end couplings and fittings, shop drawings on
affected piping systems shall be submitted to the Engineer, and all substitution shall be
subject to the Engineer's review.
D. Couplings for ductile iron up to 12 inches in diameter shall be Dresser Style 153,
Smith Blair Style 441, or equal. Couplings for ductile iron pipe 14 inches and larger
shall be Dresser Style 38, Smith Blair Style 441, or equal. All couplings shall be
epoxy -coated and furnished with stainless steel bolts and nuts. All couplings shall be
rated for the working pressure plus surge pressure of the pipe or 250 pounds per
square inch. whichever is greater.
2.09 Miscellaneous Materials:
A. Thread Lubricant: Non -hardening, non-poisonous, such as Crane Thread Lubricant,
Orixmell Sprinkler Pipe Joint Compound, Permacel Ribbon Dope, John Crane
Thread -Tape, or equal, shall be used.
B. Caulking Compound:
I. Caulking compound required for sealing caulked duct openings and pipe sleeves as
hereinafter specified shall be butyl rubber base single -component, non -staining
type. Acceptable types include "Pecora Butyl Rubber Sealant Bc-158" by Pecora,
Inc., " 3M Butyl Sealer" by Minnesota Mining and Manufacturing Company,
"DAP Gold Label Butyl -Flex Caulking Compound" by DAP, Inc., "Mortell Butyl
Seal" by J.W. Mortell Company, ' "Penco Pen-D-Lastic" by the McGuflEle
Company, "Duribbon 4040" by the Pittsburgh Plat Glass Company, "Igas
Caulking" by Sika Chemical Corporation, "Butyl -Grip Sealer" by the Biddle
Company, or equal.
2. Fipples shall be of the same material and composition as pipe with which it is to be
used or threaded pipe. They shall be extra heavy weight when unthreaded
shoulder is less than one (1) inch. No running thread nipples shall be used.
C. 1�: Provide either flat -face or raised -face type as required to match flange face
on valves and equipment.
Lake Forman State Park 15060-5

D. Bolts: Provide hexagonal -head machine bolts, Grade B per ASTM A 307, with heavy
zinc -plated hexagonal nuts. In contact with soil high -strength, heat -treated, cast iron
tee -head bolts with hexagon nuts, coated with rust -inhibitor lubricant after threading;
ASA 21.11 shall be used.
E. Gaskets: For plastic pipe, use red sheet rubber. Gaskets for use in air service shall be
high temperature EPDM rubber suitable for use at 225 degrees Fahrenheit.
PART 3 - EXECUTION
3.01 General:
A. Adherence to Standards and Instructions: All pipe, of whatever material, shall be
transported, handled, stored, and installed in conformance with the applicable AWWA
standards and manufacturer's instructions for the particular pipe material involved.
B. Reaponsibft for Materials: During loading, transportation, unloading, and storage,
every precaution shall be taken to prevent injury to pipe, fittings, and accessories and
to prevent damage to pipe and fitting linings and coatings. Pipe shall be protected
during handling against impact, shocks, and free fall. Pipe shall be kept clean at all
times, and no pipe shall be used in the work that does not conform to the appropriate
specifications.
` C. HDPE Pine: Install in accordance with applicable provisions of ASTM D2321 with
the exception that minimum cover in trafficked areas shall be three feet.
D. PVC Pipe: Install in accordance with Chemtrol's "Plastic Piping Handbook." and
Handbook of PVC Pipe.
E. Ductile Iron and Cast Iron Pipe: Install in accordance with applicable provisions of
AWWA C600-87 and CIPRA installation guide for ductile iron or cast iron pipe.
F. Concrete Pipe: Install in accordance with applicable provisions of the American
Concrete Pipe Association (ACPA) "Concrete Pipe Field Manual," unless otherwise
indicated.
G. Shut-off valves and unions or flanges shall be provided where shown to each item of
equipment such as pumps, tanks, and coils to isolate each unit or section of piping for
maintenance and/or removal of all equipment and apparatus.
H. Provide drain piping from pump glands, relief valves, etc. to spill per pen sight drains,
floor drains, or other acceptable discharge points terminating drain line with plain end
(unthreaded) pipe.
Lake Norman State Park 15060-6

I. Provide caps or plugs for all open ends of i lines and equipment durin installation
, p p g P P�Fe �g
to keep dirt and other foreign matter out of pipe and equipment.
I Provide necessary temporary cross -connections, valves, over -size flushing
connections, pumps, etc. as required to thoroughly flush systems.
3.02 Exterior:
A. General Pipe Lang: All pipe, special castings, valves, fittings, and the bells and/or
spigots of same shall be thoroughly cleaned of all earth or other foreign matter before
being fitted together. The spigot end shall be adjusted in the bell of the pipe, using a
special casting or valve to allow for uniform gasket space, and the pipe shall be
completely forced home and held there.
' B. No pipe shall be laid except in the presence of the Engineer or his representative,
without special permission from the Engineer. Prior to being lowered into the trench, -
each joint of pipe shall be carefully given a final inspection by the Contractor to see
that each is clean, sound, and free of defects. Damaged sections shall be repaired to
the satisfaction of the Engineer or removed from the site. See "Section 02773 -
Horizontal Directional Drilling" for installation procedure for directional drilling.
g ' C. Pipe shall be laid accurately to the line and grade as designated on the Contract
Drawings. Unless otherwise noted, all pipes are to be installed at a uniform grade,
continuous from points of connection to control points. Where spot elevations of a
pipe line is given, such elevations shall serve as intermediate control points for changes
-, in grade. Required variations in the elevation or grade shown due to existing or
f revised conditions, plus or minus two (2) feet, shall not be cause for claim for
additional payment by the Contractor. The Contractor is to locate and uncover
existing pipes along the path of new pipes prior to beginning new pipe installation.
1. The Contractor will verify existing pipe elevations and determine if any clearance
problems exist. In the event of any alignment conflicts, the Contractor shall promptly
^} notify the Engineer. The Engineer shall approve any changes in grade prior to
beginning pipe laying. Bell holes shall be excavated for each joint to assure that the
bedding supports the barrel of the pipe and to facilitate making a perfect joint.
p Preparatory to making pipe joints, all surfaces of the portion of the pipe to be jointed
or of the factory -made jointing materials shall be clean and dry. Gaskets, whether for
the mechanical joint type or push -on joint type, shall be clean, flexible, and, where
j lubrication is required, be lubricated with a lubricant recommended by the
manufacturer.
D. Pipe shall be laid in perfect alignment between turns. No abrupt changes, either in
grade or alignment, will be acceptable. At such locations where alignment changes are
indicated on the plans, fittings and adjacent pipe shall be self -restrained by harnesses or
special fittings or external blocking.
�1
Lake Norman State Park
15060-7
I�

B. The Contractor shall carefully examine the requirements for heat tracing as shown on
the Contact Drawings and as called for in the Contract Specifications . Do not install
insulation over heat tracing until the Engineer has inspected and verified that heat
tracing is proper and complete.
C. Ferrous metal shall be power brush cleaned of all rust, then wiped with a solvent
cleaner to remove oils, etc. and painted with one (1) coat of Universal primer equal to
Tnemec Chem -Prime 77 prior to installing heat trace or insulation.
3.06 Openings:
A. All openings around ductwork and piping shall be caulked with glass wool and butyl
rubber caulking compound.
3.07 Inserts and Sleeves:
_ A. Lay out work in accordance with approved shop drawings. Furnish and set in place in
advance of pouring of slabs or construction of walls, all inserts and sleeves necessary
to complete the work.
B. Floor Sleeves: Standard weight galvanized steel pipe with bottom end flush with
surface, top and extended one (1) inch above the finished floor or slab shall be caulked
with glass wool and sealed at top and bottom with butyl mastic unless otherwise stated.
hereinafter or shown on the Contract Drawings.
3.08 Thrust Restraint for Pressure Piping Systems:.
A. All plugs, caps and tees, and bends deflecting 11-1/4 degrees or more shall be
provided with reaction backing of 3,000-pound per square inch concrete or suitable
metal harness to prevent movement. Backing shall be placed between solid earth and
the fitting to be anchored. The backing shall be placed such that pipe and fitting joints
are accessible for repair and/or future connections. Where space limitations will not
permit installation of concrete backing, where necessary to insure accessibility, where
shown on the Contract Drawings, or if the Contractor so elects, pipe and fittings may
be self -restrained in addition to or in lieu of concrete backing. Pipe shall be designed
to carry additional stresses of thrust restraint. Details pertinent to such self -restraining
harnesses, tie rods, special pipe, etc., including design criteria and computations, must
be submitted to the Engineer for evaluation prior to incorporating such devices into
the work. Systems based on metal to metal friction, such as retainer glands, will be
considered.
B. Thrust restraint with an anchor ring shall be used where shown on the Contract
Drawings and at terminal pipes. In cases where terminal pipes are preceded by a
reducer, additional methods of restraint must be used for the reducer.
.Lake Norman State Park 15060-10

C. Reaction Backing: The area of bearing of the concrete backing on the earth in each
- instance shall be at least equal to that shown in the table below. Minimum bearing
areas shall be measured against an undisturbed trench wall. Details of placement are
shown in the Contract Drawings.
D. Areas shown are for 160-pound per square inch test pressure for one and one -quarter
(1.25") through two and one-half (2.5") inch and 100 pound per square inch test
pressure for three (3") through six (6") inch pipe. If test pressure is other than 150
pounds per square inch, adjust area of reaction backing in direct proportion.
Required Bearing Areas (M for Reactions B lam "an Soil - ISO psi)
Pipe Tees Hydrant 90 Wyes 45 Wyes 22-112 Wyes 11-114
Size Plugs Degree Els Degree Els Degree Els Degree Els
4" 1 2 1 1 1
6" 3 3 2 1 1
- Other Soil Conditions: Cemented Sand or Hardpan - Multiply above by 0.5
Gravel - Multiply above by 0.7
Hard Dry Clay - Multiply above by 0.7
Soft Clay - Multiply above by 2.0
Muck - Secure all fittings with approved harness or tie rod
clamps, with concrete reaction backing the same as
listed for sand conditions.
E. Reaction backing, tie rod clamps, or other suitable harness shall be considered as
incidental to water main construction. Their cost must be included under the
appropriate pipe and/or fitting items in the Proposal.
3.09 Testing Piping Systems:
A. Each section of piping shall be tested to a hydrostatic pressure of 100 pound per
square inch. The Contractor is required to furnish all pumps, gauges, instruments, test
equipment, and personnel required for the tests, and make provisions for removal of
test equipment and draining of pipes after tests have been made. All testing shall be
made in the presence of the Engineer.
B. The pressure tests shall be sustained for not less than one (1) hour and as much longer
as the Engineer may require to assure that:
1. No air pockets are in the line.
2. No broken pipe or defective materials are in the line.
Lake Norman State Park 15060-11

3. No leaking joints have been made.
C. Before applying the specified test pressure, all air shall be expelled from the pipe. If
outlets are not available at high places, the Contractor shall make the necessary taps at
points of highest elevations before the test is made. After the test has been completed,
corporation cocks shall be installed at these points and marked by the installation of a
valve box.
D. Tests may be made of isolated portions of such piping as will facilitate general
progress of the installation. Any revisions made in the piping systems will
subsequently necessitate retesting of such affected portions of the piping systems.
E. Where water service is available, reasonable amounts of water for flushing and testing
will be furnished by the Owner at no cost to the Contractor subject to requirements
which the City may impose.
F. Any defective material or defects in workmanship that develop during the tests shall be
remedied and the subject piping shall be retested.
G. Prior to pressure testing of buried piping, backfill shall have been partially placed and
tamped to provide adequate side support for all pipe and fittings, and reaction backing
shall have been in place at least five (5) days. At joints, trenches shall be sufficiently
open for joint inspection.
H. All piping systems shall be thoroughly flushed by providing a velocity of 2.5 feet per
second in the line being flushed.
1. Do not test against closed valves at pressures higher than the allowable seating
pressures for individual valves. Contractor may test open valves at pressures up to
that specified for the valve bodies. In sections of the line where the test pressures are
greater than the allowable seating pressures for the valves, the Contractor shall
provide temporary plugs to test against.
The leaking tests which may be performed at the same time as the pressure tests shall
be sustained for not less than two (2) hours. The leakage shall be defined as the
quantity of water that must be supplied into the newly laid pipe or any valved section
thereof to maintain the specified leakage test pressure after the air in the pipe line has
been expelled and the pipe has been filled with water.
K. No pipe line installation will be accepted if the leakage is greater than that determined by
the following formula: L = NDP0-5 n,400
L = allowable leakage in gallons per hour
N = number of joints in length of pipe line tested
Lake Norman State Park 15060-12

D = nominal diameter of pipe in inches
P = average test pressure during leakage test in
pounds per square inch
Permitted Leakage U gallon =128 fluid ounces
Pipe Diameter Permissible Leakage/10 Joints
1.25" 0.023 gallons
1.5" 0.027 gallons
2" 0.033 gallons
3" 0.042 gallons
4" 0.054 gallons
5" 0.066 gallons
6" 0.079 gallons
L. Failures: If, for any reason, a section of pipe fails either of the tests previously
outlined or any substitute test procedure approved by the Engineer, the Contractor
shall locate the defective materials and/or installation and make any necessary repairs.
After the corrective actions have been taken, the section of pipe shall be retested
subject to the same provisions or requirements outlined above.
END OF SECTION 15060
Lake Norman State Park 15060-13

SECTION 15079
PIPE ACCESSORIES
PART 1- GENERAL.
1.01 Description of Work:
A. The extent of this section is to furnish and install all items necessary to install the
piping and valves specified in this division successfully.
B. Related work specified elsewhere in these Contract Specifications:
1. "Division 15 -Mechanical."
1.02 Submittals:
A. Shop Drawings: Submit shop drawings on all pipe hangers, supports, and other
accessories proposed for installation of the piping and valve installed as part of the
Construction Contract.
PART 2 - PRODUCTS AND EXECUTION
2.01 Pipe Hanger and Supports:
A. General: Provide adjustable hangers, supports, saddles, inserts, brackets, rolls,
clamps, supplementary steel, etc. as required for proper support of all piping. Unless
otherwise noted on the Contract Drawings, all hangers and supports shall have a
hot -dip galvanized finish.
1. Hangers and supports shall be designed to allow for expansion and contraction of
pipe lines and shall be of adequate size to permit pipe protective coverings to run
continuously through hangers.
2. Piping at pumps, tanks, etc. shall be supported independently so that no weight
will be supported by the equipment. Piping to be attached along a concrete or
masonry wall shall be fastened with an appropriately -sized clamp to a section of
stainless steel U-shaped channel. The channel shall be attached to the wall with no
less than two (2) anchors.
3. The following are acceptable manufacturers for piping hanging and support
systems:
Lake Norman State Park 15079-1

a. Grinnell Corporation.
b. B-Lane Systems, Inc.
c. Carpenter & Paterson, Inc.
d. Unistrut Corporation.
e. Or equal, as approved by the Engineer.
B. Supports:
1 Piping and equipment shall be supported by concrete inserts placed in beams or
joists before concrete is poured. Inserts shall be malleable iron, such as Crawford
(Figure 282), Fee & Mason (Figure 2570), Elcen (Figure 65), Unistrut No. 1 with
No. 11 nut or equal.
2. Where supports in slabs are required after concrete has been placed, drilled -in
threaded inserts shall be provided, installed in accordance with manufacturer's
recommendations. Use Phillips, Wej-it, or equal.
C. Single Hangers: Where single pipe runs are supported with clevis-type hangers, use as
Grinnell (Figure 590), Fee & Mason (Figure 239), Elcen (Figure 12), or equal. Where
splitting -type hangers are used to support single pipe runs, use Grinnell (Figure 108),
Fee & Mason (Figure 212), Elcen (Figure l0A), or equal.
D. Riser Clamps: Risers in pipe shafts shall be supported by extension pipe clamps, such
as Grinnell (Figure 261), Fee & Mason (Figure 241), Elcen (Figure 39), or equal-
E. Socket Clamps: Aeration basin drop pipes shall be secured to the trough or walls by
means of the brackets listed in Paragraph F and a socket clamp equal to Grinnell
(Figure 599).
F. Brackets: Piping supported from walls or columns shall utilize a welded steel bracket,
such as Grinnell (Figure 195), Fee & Mason (Figure 151), Elcen (Figure 57), and an
adjustable pipe roll and base, such as Fee & Mason (Figure 169), Elcen (Figure 17), or
equal.
G. Adjustable pipe supports shall be equal to Grinnell (Figure 264). Pipe stanchions shall
be equal to Grinnell (Figures 258 or 259), where shown on the Contract Drawings.
H. Expansion Anchors: Concrete expansion anchors, where required on the Contract
Drawings, shall be of the size indicated and as manufactured by Iced -Head Phillips
Anchors, Grinnell Corporation, or approved equal.
Lake Norman State Park 15079-2

1. Schedules: Pipe support spacing and sizes for pipe hanging suspension rods shall
conform to the following schedules:
1. Pipe Diameter
Minimum Pipe
Support Spaces
PIPE OF FERROUS OR COPPER MATERIALS:
Between 0.5 and 0.75 inches
Not over five (5) feet
Between one (1) and 1.25 inches
Not over seven (7) feet
1.5 inches
Not over nine (9) feet
Between two (2) and 2.5 inches
Not over 10 feet
Between three (3) and 3.5 inches
Not over 12 feet
Four (4) inches and greater
Not over 14 feet
PIPE OF POLYVINYL CHLORIDE (PVC) AND OTHER MATERIALS NOT
LISTED ABOVE:
Between 0.25 and 0.375 inches Not over 3.5 feet
Between 0.5 and one (1) inch Not over four (4) feet
Between 1.25 and two (2) inches Not over five (5) feet
Between 2.5 and three (3) inches Not over six (6) feet
Between four (4) and five (5) inches Not over 6.5 feet
Between six (6) and eight (8) inches Not over 7.5 feet, or as shown
on the Contract Drawings
2. Pipe Diameter Minimum Rod Diameter
FOR PIPE OF ALL MATERIALS.
Two (2) inches and smaller 0.375 inches
Between 2.5 and 3.5 inches 0.5 inches
Between four (4) and five (5) inches 0.625 inches
Six (6) inches 0.75 inches
Between eight (8) and 12 inches 0.875 inches
14 inches and greater One (1) inch
2.02 Ceiling Flanges:
A. Pipe suspended from ceilings using hanger rods, pipe clamps, and ceiling flanges shall
comply with Grinnell (Figure 153), Fee and Mason (Figure 136), Elcen (Figure 85), or
equal.
2.03 General:
A. Supplementary Steel: Provide all necessary supplementary steel for the proper support
or attachment of hangers.
Lake Norman State Park 15079-3

B. Painting: Unless hot -dip galvanized, all saddles, supports, hangers, clamps, brackets,
and supplementary steel shall be shop- or field -painted with one (1 ) coat of rust
inhibitive primer in compliance with Section 09900 of these Contract Specifications.
C. Saddle SUpports: Piping supported from floors or pedestals shall utilize an adjustable
cast-iron saddle, such as Grinnell (Figures 259 or 264), Fee & Mason (Figures 291 or
295, or equal.
D. install all piping accessories as shown on the Contract Drawings, in compliance with
all applicable portions of Section 15060 of these Contract Specifications, adhering to
the manufacturers' instructions, and as directed by the Engineer. If not otherwise
shown, provide accessories of sufficient size and ratings to complete and make ready
for service all piping systems.
E. Touch-up paint all surfaces where the primer paint has been damaged or scarred
during installation in compliance with Section 09900 of these Contract Specifications.
F. Surfaces of all ferrous -metal accessories intended for underground installation shall be
coated with a bitumastic paint.
END OF SECTION 15079
Lake Norman State Park 15079-4

SECTION 15100
VALVES AND RELATED APPURTENANCES
PART 1- GENERAL
1.01 Description of Work:
A. The extent of work covering valves and gates includes furnishing, installing, and
making operational all valves and gates as indicated on the Contract Drawings and
specified herein.
B. Related work specified elsewhere in these Contract Specifications includes:
1. "Division 15 - Mechanical."
2. "Division 11 - Equipment," Sections 11900 and 11901 for lateral assembly valves
on grinder pump stations.
1.02 Quality Assurance:
A. Codes and Standards: Comply with the provisions of the following codes and
standards except as otherwise shown or specified:
1.03 Submittals:
A. Shop Drawings: Submit shop drawings for all valves, operators, gates, and special
. items including torque tubes, supports, and brackets.
PART 2 - P1aODUCTS
2.01 General:
A. All above -ground and vault -installed valves shall be non -rising stem,
handwheel-operated type, unless otherwise shown on the Contract Drawings. Buried
valves shall be wrench -operated type, unless otherwise shown on the Contract
Drawings. Where not otherwise designated, the valves shall have a pressure rating not
less than the adjacent piping, and all valves over four (4) inches in diameter shall be
provided with valve supports of design shown in the Contract Drawings or approved
by the Engineer.
B. Valve assemblies shall be furnished complete with galvanized anchor and flange
mounting hardware. All valve assemblies, including valves, operators, and accessories
Lake Norman State Park 15100-1

shall be complete and adequate for the intended purpose and shall include all essential
components of equipment together with all mounting and other appurtenances normal
and necessary for proper installation, whether shown on the Contract Drawings or not.
2.02 Cast -Iron Gate Valves:
A. Gate valves (resilient seat) 12 inches in diameter and smaller shall be by Mueller,
American -Darling, or equal and conform to AWWA C509.
1. Valves shall have ends adapted to the type of pipe or fittings to be installed. All
valves shall be iron body, fully bronze mounted, modified wedge disc pattern, with
O-ring seals, and designed for 150 pounds per square inch working pressure.
2. Valves shall have non -rising stems and shall open counterclockwise.
3. Unless otherwise shown on the Contract Drawings, buried valves shall be supplied
with mechanical joint ends and exposed valves (including those in vaults) shall be
supplied with flanged ends.
B. Buried valves shall be furnished with a two (2)-inch square operating nut. Furnish
stem extension to place the nut within two (2) feet of the ground surface. The
extension stem shall be stabilized by a guide ring attached to the stem near the
operating nut. Non -buried valves shall be furnished with hand -wheel operators and
stands where necessary.
C. Tapping Sleeves and Valves: Six (6)- and eight (8)-inch tapping sleeves for potable
water service shall have a split -sleeve cast iron body and shall be designed for 150
pounds per square inch working pressure. Tapping valves shall meet the requirements
for gate valves and have comparable end connections.
D. Valve Box: Furnish with each gate valve for underground installation one gray iron
screw -type adjustable valve box and cover, by Dewey Brothers, Inc., Neenah Foundry,
Southern Casting, or equal. Supply with each valve box a bottom, middle, and top
section as well as a cover, all of gray iron conforming to American Society for Testing
and Materials (ASTM) A48, Class 30. The cover shall have cast on the upper surface
in raised letter the label "WATER" or "SEWER," as appropriate. Set the valve box in
a concrete pad as indicated on the Contract Drawings.
2,03 Ball Valves:
A. Polyyinvl Chloride (PVC) Ball Valves: All ball valves on plastic piping systems shall
be of Type 1, Grade 1 PVC.
1. PVC ball valves shall be designed for a 150-pound per square inch working
pressure and rated for a maximum temperature of 75 degrees Fahrenheit. Valve
Lake Norman State Park 15100-2

shall be double -sealed and bubble -tight when closed at the pressure rating
specified.
2. The valve body, ball, stem, gland ring, handle nut, travel stop pin, and adapter shall
be solid PVC.
3. Ball valves shall be true union or single entry valves, as shown on the Contract
Drawings, with teflon seats and Viton or EPDM D-rings. Valves shall be as
manufactured by Chemtrol, Cabot, or equal.
B. Bronze Ball Valves: Bronze body ball valves with stainless steel ball and Teflon seats
and Viton or EPDM 0-rings shall be used on all metal piping systems. Valves shall be
rated for a working pressure of 150 pounds per square inch. Valves shall be
manufactured by Nibco/Scott, Crane, or equal.
2.04 Plug Valves:
A. Plug valves shall be of the size indicated and installed in locations as shown on the
Contract Drawings.
1. Unless otherwise indicated, all plug valves shall be of the non -lubricated
eccentric -type with resilient -faced plug, furnished with end connections (i.e.,
flanged, mechanical joint, or threaded) as required for the installation Iocation.
2. Valve bodies shall be of ASTIVI A 126, Class B cast iron. Bodies in four (4)-inch
and larger valves shall be furnished with.a 0.125-inch welded overlay seat. of not
less than 90 percent pure nickel. The seat area shall be raised, with the raised
surface completely covered with weld to ensure that the plug face contacts only
nickel. Screwed in seats shall not be acceptable.
3. Plugs shall be of ASTM A 126, Class B cast iron. The plug shall have a cylindrical
seating surface eccentrically -offset from the center of the plug shaft. The
interference between the plug face and the body seat, with the plug in the closed
position, shall be externally -adjustable in the field with the valve in the line under
pressure. The plug shall be resilient -faces with neoprene, hycar, or other material
suitable for use with raw, domestic wastewater.
4. Valves shall have sleeve -type metal bearings that shall be of sintered,
oil -impregnated, permanently -lubricated Type 316 stainless steel.
5. Valve shaft seals shall be of the multiple "W-ring type and shall be
externally -adjustable and repackable without removing the bonnet from the valve
under pressure. Valves utilizing ®-ring seals or non-adjustable packing shall not
be acceptable.
Lake Norman State Park 15100-3

6. Valve pressure ratings shall be 175 pounds per square inch for valves of sizes
through 12 inches. Each valve shall be given a hydrostatic and seat tests with test
results being certified.
B. Manual plug valves shall have lever or gear actuators, tee wrenches, extension stems,
and supports, as indicated on the Contract Drawings and specified in "Section 15079 -
Pipe Accessories."
C. Plug valves shall be manufactured by DeZurik, Keystone Valve Company, Inc., or
Pratt.
2.05 Check Valves:
A. Swing check valves shall be of the size as shown on the Contract Drawings.
1. Valves shall be of the external weight and lever type with sufficient weights to
operate under normal conditions.
2. Valves shall be constructed of cast iron, per ASTM A 126, Class A) with bronze
seat. The water -working pressure shall be 175 pounds per square inch, except that
the check valve shall have a pressure rating the same as the piping, where the pipe
class is higher. Flanges shall be rated for Class 125, per American National
Standards Institute (ANSI) B 16.1.
3. Valves shall be designed for low head loss, shall be adjustable for non -slamming
closure, and shall be constructed to seat tightly.
4. An arrow showing the direction of flow shall be cast on the body of the valve.
5. Valves shall be manufactured by Mueller, Dresser, or equal.
B. Silent check valves shall be of the size shown on the Contract Drawings.
1. Valves shall be globe -style with flanged end connections, ductile iron body, and
stainless steel trim and spring.
2. The valve plug shall be center guided at both ends and have a flow through area of
not less than 100 percent of the equivalent pipe size.
3. The seat and plug shall be hand -replaceable in the field.
4. Valves shall be manufactured by Aplo (Series 600) or equal.
C. Ball check valves shall be cast iron ball checks suitable for horizontal or vertical
mounting as shown on the Contract Drawings.
Lake Norman State Park 15100-4

1. The valve shall consist of three (3) components: body, cover, and ball (one
moving part). The body and cover shall be of ANSI E 16.1, Class 125. The
ball shall be of hollow steel with an exterior of nitrile rubber and shall be
resistant to grease, petroleum products, animal and vegetable fats, diluted
concentrations of acids and alkalines (pH 4 through 10), tearing, and abrasion.
2. In the operating mode, the ball shall not impeded flow through the valve. The
operating flow area shall be equal to the nominal size of the valve. The ball
shall clear the water way providing "full flow" equal to the nominal size. It
shall be non -clog.
3. The design of the valve shall be such that it keeps solids, stringy material, grit,
rags, etc. moving without the need for back -flushing.
4. No outside levers, weights, springs, dash pots, or other accessories shall be.
required.
5. Valves shall be manufactured by Flygt HDL, Valmatic, or equal.
2.06 Accessories:
A. Valve Stem Extensions: Provide valve stem extensions, as shown on the Contract
Drawings, to provide for the operation of valves as required for the expected use.
1. Stem extensions shall terminate in a minimum 10-inch diameter aluminum
handwheel with non -rising stem, unless otherwise indicated.
2. Stem extensions shall be wall -mounted with stainless steel hardware. The
Contractor is responsible for designing an extension and mounting system to
withstand manually -applied torque without adverse effects.
3. Stem extensions shall be compatible with the type and the manufacturer of the
valve with which it is to be installed and operated.
B. Floor Drains: Floor and area drains shall be provided, as shown on the Contract
Drawings. Acceptable manufacturers are J.R. Smith, Josam Manufacturing Company,
Wade, Zurn Manufacturing Company, or equal.
C. Tapping Saddles; Tapping saddles shall be manufactured of ductile iron and provide a
2.5-safety factor at a 250-pound per square inch working pressure. Tapping saddles
shall be equipped with a standard AWWA C-110-77 flange connection. Sealing
gaskets shall be of the ®-ring type and manufactured of high quality molded rubber,
placed into a groove on the curved surface of the tapping saddle. Straps shall be of
alloy steel. Saddles shall be used for taps one-half the size of the main or less, unless
Lake Norman State Park 15100-5

otherwise shown on the Contract Drawings or directed by the Engineer. Tapping
saddles shall be by American Flow Control, U.S. Pipe, or approved equal.
D. Clean -Outs: See the Contract Drawings for clean -out details and materials.
E. Above -Grade Enclosures: Enclosures, suitable for above -grade installation of valves,
meters, backflow preventers, etc., shall be equal to Hot Box by NFE, Inc.
(Jacksonville, FL), WattsBox Insulated Enclosure by Watts Regulator Company
(North Andover, ILIA), or other as approved by the Engineer.
1. Enclosures shall be of reinforced aluminum or fiberglass construction and provide
for access through lockable doors and/or a lockable hinged lid. Enclosures shall be
structurally lined with insulation and contain a thermostatically -controlled heat
source, protected with a ground fault circuit interrupting receptacle. The
enclosure wall and insulation thickness shall be a minimum of one (1) inch.
PART 3 - EXECUTION
3.01 General:
A. Install valves in the locations as shown on the Contract Drawings. Installation shall be
plumb, centered, and in absolutely true alignment.
1. When buried, support valves against settlement and misalignment with a suitable,
lasting material as approved by the Engineer.
2. For buried service valves, install and secure extension stem. Install valve boxes for
gate valves as indicated on the Contract Drawings. Adjust the length of the valve
box to bring the cover to the finished grade elevation. Center valve box over the
valve operating nut, so that it fits around the stuffing box and rests on the valve
bonnet. Align valve box so that it is plumb. Place and compact soil material in
layers around the valve box so as to prevent misalignment or shifting. Pour a
concrete pad around the cover as shown on the Contract Drawings. Furnish three
(3) tee -handle valve wrenches to the Owner.
B. Clean valve interior of all foreign matter before and after installation. Tighten stuffing
boxes and inspect valve in open and closed position to assure that all parts are working
properly.
C. Paint all exposed ferrous metal surfaces, other than stainless steel, in accordance with
"Section 09900 - Painting" of these Contract Specifications. with two coats of asphalt
varnish unless otherwise directed by the Engineer.
Lake Norman State Park 15100-6

3.02 Testing:
A. The Contractor shall test all valves and appurtenances for operation and is responsible
for making any adjustments of settings so that the valve assemblies are free from
vibration, binding, scraping, and other defects. Correction of defects shall be provided
by the Contractor at no cost to the Owner.
3.03 Cleaning:
A. All valves and appurtenances shall be flushed clean of all foreign matter together with
the piping, as specified in "Section 15060 - Pipe and Pipe Fittings" of these Contract
Specifications.
END OF SECTION 15100
Lake Norman State Park 15100-7

Soil & Environmental' Consultants, Inc.
710 Boston Road a Taylorsville, North Carolina 28681 ■ Phone: [phone] ■ Fax: [phone]
Web Page: www.SandEC.com
April 17, 2001
S&EC Job #: 5397
Bulla Smith
Attn: Mr. Jeff Smith
1347 Harding Place
f Suite 201
Charlotte, NC 29204
Re: Soil/Site evaluation, hydraulic conductivity measurements, and water balance for
proposed spray system to service a new beach for Lake Norman State Park,
Iredell County, NC
Dear Mr. Smith
A detailed soil/site evaluation of portions of the aforementioned property was performed
by S&EC to determine suitability for a proposed new beach. The estimated flow for the
facility is 15,000 gallons/day (gpd). This evaluation was performed by making auger
borings to sufficient depths to determine any soil limitations and to identify the soil to the
series level. The soil boundaries were flagged in the field, and have been located by
Global Positioning System (GPS) technology for spatial reference.
Usable soils on the property are most like the Cecil (Clayey, kaolinitic, thermic Typic
Hapludults) and Pacolet (Clayey, kaolinitic, thermic Typic Kanhapludults) soil series.
The Cecil and Pacolet soils are typically very deep and well drained. Both soil series
have a moderate permeability. The depth to bedrock is typically greater than 6 feet. A
properly designed, constructed and maintained, slow rate spray irrigation system can
adequately serve as a wastewater treatment alternative. The major limitation of these
soils is their permeability. Nutrient factors such as nitrogen, phosphorus, organic matter,
etc. are not typically limiting factors in the design of spray systems treating domestic
wastewater. Nutrient calculations, if needed, will be addressed in a separate
Agronomist's report. Unusable areas either contain depressional topography or the
slopes are too steep. Site disturbances on the spray field itself should be minimized and a
permanent vegetative cover should be established and/or maintained. Effluent should not
be applied at an instantaneous rate exceeding 0.4" /hr.
During this site visit, S&EC also evaluated the hydraulic characteristics of the soils on
the property. The purpose of this evaluation was to determine the hydraulic conductivity
of the unsaturated zone so that this data could be used to determine potential loading rates
for an on -site surface wastewater treatment system. The system is expected to receive
15,000 gallons per day (gpd) of sewage effluent. The following is a brief report of the
methods utilized in this evaluation and the results obtained.
Wetland Delineation/Permitting/Mitigation Soil/Site Evaluations for On -Site Septic Systems Environmental Assessments/Audits
Home Office: 11010 Raven Ridge Road ■ Raleigh, North Carolina 27614 ■ Phone: [phone] ■ Fax: [phone]

A water budget was developed for the proposed irrigation field balancing
water losses and gains using average and above average precipitation:
Evapotranspiration + Natural Runoff + Drainage = Precipitation and Irrigation
3. Data Inputs
A. Potential Evapotranspiration (PET)
Potential Evapotranspiration data were obtained from the North Carolina State
University Experiment Station, Bulletin 396, `Weather and Climate in North
Carolina." Values of PET do not vary significantly over North Carolina, so data
for Raleigh was used.
B. Drainage (DR)
The drainage term was calculated by the procedure described in US EPA 625/R-
92-005, "Wastewater Treatment and Disposal for Small Communities." The
percolation or drainage rate is typically calculated as 1 to 10% of the permeability
of the most restrictive horizon in the soil. For this soil, the most restrictive
horizon is the Bt horizon. The Ksat data of this horizon was had an average K of
0.165 in/hr. This is in the moderate hydraulic conductivity class (0.14-1.4 in/hr).
If approximately 3% of the 0.165 in/hr conductivity were utilized, then the
drainage rate would be 0.005 in/hr, or 0.12 in/day. Input for this figure is based
on 31, 30, and 28 days per month.
C. Natural Runoff (NR)
Since the system is designed to operate with no runoff and to be conservative, the
rate of natural runoff was not used in the water balance calculations.
D. Precipitation
Average monthly precipitation rates for Statesville, NC were utilized. The data
was obtained from the North Carolina State University Experiment Station,
Bulletin 396, `NVeather and Climate in North Carolina." These values are shown
on the attached water balance. We utilized an average yearly rainfall total of
46.47 inches to determine average application rates and to determine maximum
cumulative storage requirements.
The water balance application rates are assumed to be maximum average rates.
Specifications:
Assumed Design flow—15,000 gal/day
Allowable Irrigation Rate - 0.051 gpd/fl (0.58 in/week)

Soil Descrivtions
Soil auger borings were made to identify soil textures and to determine if restrictive
horizons occur on the site. Borings were performed at the locations shown on the
attached Map. A soil profile description is attached in Table I of this report for several of
the locations (Site 1, Site 2, and Site 3).
Hvdraulic Conductivity (Unsaturated Zone
Unsaturated Zone:
Saturated hydraulic conductivity of the unsaturated zone was measured using a constant
head permeameter. The methods used in these measurements were similar to those
described in Methods of Soil Analysis, Part 1., Chapter 29 — Hydraulic Conductivity of
Saturated Soils: Field Methods, 29 — 3.2 Shallow Well Pump In Method, pp. 758-763
and in the Soil Science Society of America Journal, Vol. 53, no. 5, Sept. — Oct. 1989, "A
Constant -head Permeameter for Measuring Saturated Hydraulic Conductivity of the
Vadose Zone" and "comparison of the Glover Solution with the Simultaneous —
Equations Approach for Measuring Hydraulic Conductivity." The Ksats of the A, B, BC,
and C-horizons were measured in the usable soil areas and the results are shown in Table
2.
One saturated hydraulic conductivity (Ksat) measurement was made in the A horizon at a
depth of 8" below ground surface, and was 8.3 gpd/ft. The depths of Ksat in the Bt
horizon was between 13 and 24 inches at three sites (site 1, site 2, and site 3). These
Ksats ranged between 1.53 and 13.42 gpd/ft , with an average of 7.23 gpd/fl . Ifthe two
highest values are dropped, the average is 2.47 gpd/ft . The Ksat of the BC horizon was
measured between the depths of 55 and 82 inches at the same locations listed above.
These Ksats ranged between 3.65 and 4.53 gpd/ft , with an average of 4.08 gpd/ft. One
Ksat for the C-horizon was measured between the depths of 83 and 92 inches at site 1.
The measurement was 14.83 gpd/fl
Calculation for Allowable Irrigation Rite for
Suray/Drin Irrigation Systems
Maximum Instantaneous Application Rate (m/hr)
Utilizing the attached Table 3 for typical ranges of soil infiltration rates the site
falls into the sandy loam soils in the 3-90/6 slope range. Therefore 0.4" to O.T'Ihr.
would be the maximum instantaneous application rate. We recommend 0.47/hr. if
a good vegetative cover is established on -site prior to use.
2. Water Balance (Table 4)

Minimum area needed for spray system - 294,118 fl (wetted area) (— 6.75 acre)
Maximum Instantaneous Application Rate- 0.4 in/hr
Conclusion:
Based on the results of this study, a slow rate spray irrigation system designated as per
the criterion in this report should function satisfactorily on the site.
It is recommended that the soil area onsite be loaded at 0.58 in/wk on average, based on
Table 4. The actual system application amount should be based on the water balance
enclosed and varied based on actual precipitation and potential evapotranspiration. The
total average flow that the site can accept will depend on the actual number of acres to be
irrigated. Based on Table 5, the storage requirement is 85 days.
This report is conservative since we are assuming 15,000 gpd year round. During the off-
season the daily Sow should be much less. At this point the off-season flow has not been
confirmed. Since the winter months would be the off-season and this is the time of year
when most of the storage is needed, reduced daily application during this period will
reduce the storage requirement.
Once the preferred cover crop is determined by the owner and engineer, S&EC can if
needed prepare an Agronomist's report dealing with establishment and maintenance of
the cover crop.
If requested to meet on -site, S&EC should be given a minimum of five -days notice for
scheduling purposes. If you have any questions or require additional information please
call.
Prepared by:
Steven M. Price
Licensed Soil Scientist #1153

Table 1
Lake Norman State Park Descriptions
site I
Horizon
Death (W.)
Color
Structure
Texture
A
0-3
IOYR 4/4
granular
sandy Ioam
Bt1
3-47
2.5YR 4/8
subangular blocky
clay
Bt2
47-70
2.5YR 4/6
subangular blocky
clay
BC 1
70-81
2.5YR 4/6
weak subangular blocky
loam
BC2
81-84
5YR 5/6
weak subangular blocky
loam
BC3
84-90
5YR 5/6
weak subangular blocky
loam
with 7.5YR 7/8 mottles
Cl
90-132
5YR 4/6
structureless
loam
C2
132-168
5YR 5/6
structureless
loam
with 1 OR 5/4 and 3/2 mottles
C3
168-216
2.5Yk 3/6
structureless
loam
with lOR 3/2 mottles
C4
216-228+
5YR 8/1
structureless
loam
with 7.5YR 6/8
site 2
Horizon
Death (in.)
Color
S cture
Texture
A
0-9
IOYR 4/6
granular
sandy loam
Btl
6-50
2.5YR 416
subangular blocky
clay
Bt2
50-70
2.5YR 5/6
subangular blocky
clay
BCl
70-86
2.5YR 4/4
weak subangular blocky
loam
BC2
86-108
7.5YR 518
weak subangular blocky
loam
Cl.
108-156
5YR 5/6
structureless
loam
with IOYR 5/6 mottles
C2
156-168+
7.5YR 516
structureless
loam
with 1 OR 4/8 and 5/6 mottles
site 3
Horizon
Depth m.
Color
Structure
Texture
A
0-5
1 OYR 4/4
granular
sandy loam
Bt
5-80
IOYR 4/6
subangular blocky
clay
BC1
80-101
2.5YR 4/4
weak subangular blocky
loam
BC2
101-110
7.5YR 518
weak subangular blocky
loam
Cl.
110-140
5YR 5/6
structureless
loam
with IOYR 516 mottles
C2
140-168+
7.5YR 5/6
structureless
loam
with IOYR 5/6 mottles

Table 2
Lake Norman State Park Ksats
site 1
Bt 18-24 Ksat > 0.26 cm/hr
- 0.20 May --
1.53 gpd/sq. ft
BC 66-74 Ksat > 0.62 cm/hr
-- 0.49 ft/day --
3.65 gpd/sq. ft
C 83-92 Ksat > 2.52 cm/hr
- 1.98 $/day -
14.83 gpd/sq. ft
Site 2
A
2-8 -
Ksat
>
1.41 cm/hr
- 1.11
$/day -
8.30
gpd/sq. ft
Bt
13-20
Ksat
>
2.28 cm/hr
- 1.79
fUday --
13.42
gpd/sq. ft
Bt
13-20
Ksat
>
1.79 cm/hr
•- 1.41
ft/day -
10.54
gpd/sq. ft
BC
55-60
Ksat
>
0.77 cm/hr
- 0.61
ft/day -
4.53
gpd/sq. ft
Site 3
Bt
15-23
Ksat
>
0.58 cm/hr
- 0.46
ft/day --
3.41
gpd/sq. ft
BC
74-82
Ksat
>
0.69 cmkr
- 0.54
ft/day -
4.06
gpd/sq. ft
Ksat value of A Horizon 8.30 gpd/sq ft
Average Value of Ksats of Bt Horizon 7.23 gpd/sq ft
Average Value of Ksats of Bt Horizon (minus 2 high values) 2A7 gpd/sq ft
Average Value of Ksats of BC Horizon 4.08 gpd/sq ft
Ksat value of C Horizon 14.83 gpd/sq ft

Table 3
Typical ranges of soil infiltration rates by soil texture and slope.
Basic Infiltration Rate (in/hr)*
Slope
Texture 0-3% 3-9% 9+0/0
sands 1.0+ 0.7+ 0.5+
loamy sands
0.7-1.5 0.5-1.0
sandy foams and fine sandy loams 0.5-1.0
very fine sandy loam and silt loam 0.3-0.7
sandy clay loam and silty clay loam 0.2-0.4
clay and silty clay
0.4-0.7
0.2-0.5
0.4-0.7
0.3-0.5
0.15-0.3
0.15-0.25 0.1-0.15
0.1-0.2 0.1-0.15 < 0.1
Source: Sprinkler Irrigation Association, Sprinkler Irrigation (1969)
* For good vegetative cover, these rates may be 25-50% greater. For poor surface
conditions, rates may be as much as 50% less.

Table 4
Water Balance
ALLOWABLE .
MONTH
PET
DR
NR
TOTAL LOSS
PPT
IRRIGATION
JAN
0.9
3.72
0
4.62
3.80
0.82
FEB
1.4
3.36
0
4.76
3.89
0.87
MAR
2.2
3.72
0
5.92
4.81
1.11
APR
3.3
3.60
0
6.90
3.52
3.38
MAY
4.3
3.72
0
8.02
3.85
4.17
JUN
4.8
3.60
0
8.40
4.52
3.89
JUL
4.7
3.72
0
8.42
3.62
4.80
AUG
4
3.72
0
7.72
4.37
3.35
SEP
3.3
3.60
0
6.90
4.12
2.78
OCT
1.9
3.72
0
5.62
3.15
2.47
NOV
1.2
3.60
0
4.80
2.98
1.82
DEC
0.7
3.72
0
4.42
3.84
0.58
30.03
TOTAL
32.7
43.80
0
76.5
46.47
0.051
ENTER
d' rate
% FOR
inft
NR>
0 0.005
inches /year
gal/sq fVday

Table 5
Storage Requirement
(7 acre 3prayfield)
Storage requirement calculations in gallons
Available
Allowable
Recommended
Storage
Cumulative
Iirigation
Irrigation
Monthly Irrigation Requirement
Storage
MONTH.
(from water balms) (based on 7 acre sprayfield)
JAN
465,000
0.82
155,855
309,145
767,984
FEB
420,000
0.87
165,358
254,642
1,022,626
MAR
465,000
1.11
210,974
254,026
1,276,652
APR
450,000
3.38
642,426
-192,426
1,084,226
MAY
465,000
4.17
792,579
-327,579
756,647
JUN
450,000
3.88
737,459
-287,459
469,188
JUL
465,000
4.80
912,321
-447,321
21,867
AUG
465,000
3.35
636,724
-171,724
0
SEP
450,000
2.78
528,386
-78,386
0
OCT
465,000
2.47
469,465
-4,465
0
NOV
-450,000
1.82
345,922
104,078
104,078
DEC
465,000
0.58
110,239
354,761
458,839
The maximum value under cumulative storage is 1,276,652 gallons.
Maximum storage 85 days
Design daily flow (gpd): 15,000

AREA 1
Approximately
335,000 sq.ft.
Trail / o
Powerllne- // /.
•b
�Trnll�
'< Slt:e 2
O
AREA 3
Approximately
53,000 sq.f t.
0/1
o AREA 2
Approximately
205,000 sq.ft. !
Y AREA 4
0/ `; Approximately 70,000 sq,ft.
AREA 5
Approximately 55,000
AREA 6
Approximately 110,000 sq.ft.
Approximate location and extent of soil
areas usable for spray/drip Irrigation
and potentially usable for subsurface
septic systems. (does not take Into
account potential setbacks)
0 Approximate location of soil borings

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 02
Soil & EnvironmenW' Consultants, Inc,
710 Boston Road iR Tavlorsville, North Carolina 28681 ■ Phone: [phone] r Fax: [phone]
Web Page: www.SandEC.com
June 4, 2001
S&EC Job #: 5397
Bulla Smith
Attn: Mr. Jeff Smith
1347 Harding Place
Suite 201
Charlotte, NC 28204
Re: Revised report for proposed spray system to service a new beach for Lake
Norman State Park, Iredell County, NC
Dear Mr. Smith.
A detailed soil/site evaluation of portions of the aforementioned property was performed
by S&EC to determine suitability for a proposed new beach. The revised estimated flow
for the facility is: for the months from April through September, 15,000 gallons/day
(gpd) (1500 persons @ 10 gallons/person/day) and for the months of October through
March, 200 gpd (40 persons/day @ 5 gallons/person/day). This evaluation was
performed by making auger borings to sufficient depths to determine any soil limitations
amid to identify the soil to the series level. The soil boundaries were flagged in the field,
and have been located by Global Positioning System (GPS) technology for spatial
reference.
Usable soils on the property are most like the Cecil (Clayey, kaolinitic, thermic Typic
Hapludults) and Pacolet (Clayey, kaolinitic, thermic Typic Kanhapludults) soil series.
The Cecil and Pacolet soils are typically very deep and well drained. Both soil series
have a moderate permeability. The depth to bedrock is typically greater than 6 feet. A
properly designed, constructed and maintained, slow rate spray irrigation system can
adequately serve as a wastewater treatment alternative. The major limitation of these
soils is their permeability. Nutrient factors such as nitrogen, phosphorus, organic matter,
etc. are not typically limiting factors in the design of spray systems treating domestic
wastewater. Nutrient calculations, if needed, will be addressed in a separate
Agronomist's report. Unusable areas either contain depressional topography or the
slopes are too steep. Site disturbances on the spray field itself should be minimized and a
permanent vegetative cover should be established and/or maintained. Effluent should not
be applied at an instantaneous rate exceeding 0.4"/hr.
During this site visit, S&EC also evaluated the hydraulic characteristics of the soils on
the property. The purpose of this evaluation was to determine the hydraulic conductivity
of the unsaturated zone so that this data could be used to determine potential loading rates
for an on -site surface wastewater treatment system_ The system is expected to receive up
Wetland Deiineation/Permitting/Mitigation Soil/Site Evaluations for On -Site septic Svstems Environmental Assessments/Audits
Home Office: 11010 Ravcn Ridge Road ■ Raleigh, North Carolina 27614 ■ Phone: [phone] ■ Par: [phone]

06/05/2001 13:03 3284667406 SOIL AND ENVIP CONS PAGE 03
to 15,000 gallons per day (gpd) of sewage effluent. The following is a brief report of the
methods utilized in this evaluation and the results obtained.
Soil Descriptions
Soil auger borings were made to identify soil textures and to determine if restrictive
horizons occur on the site. Borings were performed at the locations shown on the
attached Map. A soil profile description is attached in Fable 1 of this report for several of
the locations (Site 1, Site 2, and Site 3).
aulic Conductive Unsatur ted Zone
Unsaturated Zone:
Saturated hydraulic conductivity of the unsaturated zone was measured using a constant
head permeameter. The methods used in these measurements were similar to those
described in Methods of Soil Analysis, Part 1., Chapter 29 — Hydraulic Conductivity of
Saturated Soils: Field Methods, 29 — 32 Shallow Well pump In Method, pp. 758-763
and in the Soil Science Society of America Journal, Vol. 53, no. 5, Sept. — Oct. 1989, "A
Constant -head Permeameter for Measuring Saturated Hydraulic Conductivity of the
Vadose Zone" and "comparison of the Glover Solution with the Simultaneous —
Equations Approach for Measuring Hydraulic Conductivity." The Ksats of the A, B, BC,
and C-horizons were measured in the usable soil areas and the results are shown in Table
2.
One saturated hydraulic conductivity (Ksat) measurement was made in the A horizon at a
depth of 8" below ground surface, and was 8.3 gpd/ft2. The depths of Ksat in the Bt
horizon was between 13 and 24 inches at three sites (site 1, site 2, and site 3)_ These
Ksats ranged between 1.53 and 13.42 gpd/ft2, with an average of 7.23 gpd/ft2. If the two
highest values are dropped, the average is 2.47 gpd/ft2. The Ksat of the BC horizon was
measured between the depths of 55 and 82 inches at the same locations listed above.
These Ksats ranged between 3.65 and 4.53 gpd/f ", with an average of 4.08 gpd/ft2. One
Ksat for the C-horizon was measured between the depths of 83 and 92 inches at site 1.
The measurement was 14.83 gpd/ft2.
Calculation for Allowable Irrigation hate for
Spray/Drip Irrigation Systems
Maximum Instantaneous Application Rate (in/hr)
Utilizing the attached Table 3 for typical ranges of soil iaCtration rates the site
falls into the sandy loam, soils in the 3-9% slope range. Therefore 0.4" to 0.7"/hr.
would be the maximum instantaneous application rate. We recommend 0.4"/hr. if
a good vegetative cover is established on -site prior to use.

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 04
2. Water Balance (Table 4)
A water budget was developed for the proposed irrigation field balancing
water losses and gains using average and above average precipitation_
Evapotranspiration + Natural Runoff + Drainage = Precipitation and Irrigation
3. Data Inputs
A.. Potential Evapotranspiration (PET)
Potential Evapotranspiration data were obtained from the North Carolina State
University Experiment Station, Bulletin 396, "Weather and Climate in North
Carolina." Values of PET do not vary significantly over North Carolina, so data
for Raleigh was used.
B. Drainage (DR)
The drainage term was calculated by the procedure described in US EPA 625/R-
92-005, "Wastewater Treatment and Disposal for Small Communities." The
percolation or drainage rate is typically calculated as 1 to 10% of the permeability
of the most restrictive horizon in the soil. For this soil, the most restrictive
horizon is the Bt horizon. The Ksat data of this horizon was .had an average K of
0.165 in/hr. This is iu the moderate hydraulic conductivity class (0.14-1.4 in/hr).
If approximately 3% of the 0.165 in/hr conductivity were utilized, then the
drainage rate would be 0.005 in/hr, or 0.12 in/day. Input for this figure is based
on 31, 30, and 28 days per month.
C. Natural Runoff (NR)
Since the system is designed to operate with no runoff and to be conservative, the
rate of natural runoff was not used in the water balance calculations.
D. Precipitation
Average monthly precipitation rates for Statesville, NC were utilized. The data
was obtained from the North Carolina. State University Experiment Station,
Bulletin 396, "Weather and Climate in North Carolina." These values are shown
on the attached water balance. We utilized an average yearly rainfall total of
46.47 inches to determine average application rates and to determine maximum
cumulative storage requirements.
The water balance application rates are assumed to be maximum average rates.

06/05/2001 13:03 323466-1406 SOIL AND EN',.:IR CONS PAGE 05
Specifications:
Assumed Design flow:
April — September: 183 days x 15,000 gal/day = 2,745,000 gallons
October — March: 182 days x 200 gal/day = 3 6 400 ons
Total yearly flow: = 2,781,400 gallons
Average daily flow: (2,791,4009al / 365 days) = 7,620 gal/day
Allowable Irrigation Rate - 0.051 gpolfi" (0.58 in/week)
Minimum area needed for spray system - 149,412 ftZ (wetted area) (— 3.43 acre)
Maximum Instantaneous Application Rate- 0.4 in/hr
Conclusion:
Based on the results of this study, a slow rate spray irrigation system designated as per
the criterion in this report should function satisfactorily on the site.
It is recommended that the soil area onsite be loaded at 0.58 in/wk on average, based on
Table 4. The actual system application amount should be based on the water balance
enclosed and varied based on actual precipitation and potential evapotranspiration. The
total average flow that the site can accept will depend on the actual number of acres to be
irrigated. Based on Table 5, the storage requirement is 42 days. If more area is irrigated
the storage requirement could be lowered.
Once the preferred cover crop is determined by the owner and engineer, S&EC can if
needed prepare an Agronomist's report dealing with establishment and maintenance of
the cover crop.
If requested to meet on -site, S&EC should be given a minimum of five -days notice for
scheduling purposes. If you have any questions or require additional information please
call.
Prepared by:
Steven M. Price
NC Licensed Soil Scientist #1153

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 06
Table 1
Lake Norman State Park Descriptions
site: l
Horizon
DDMpth
Color
Structure
Tere
A
0-3
10YR 4/4
granular
sandy loans
Btl
3-47
2.5YR 4/8
subangular blocky
clay
Bt2
47-70
2.5YR 4/6
subangular blocky
clay
BC1
70-81
2.5YR 4/6
weak subangular blocky
loam
BC2
81-84
5YR 5/6
weak subangular blocky
loam
BC3
84-90
5YR 5/6
weak subangular blocky
loam
with 75YR 7/8 mottles
Cl
90-132
5YR 4/6
structureless
loam
C2
132-168
5YR 516
structureless
loam
with IOR 5/4 and 3/2 mottles
C3
168-216
2.5YR 3/6
structureless
loam
with IOR 3/2 mottles
C4
216-228+
5YR 8/1
structureless
loam
with 7.5YR 618
site 2
Horizon
Depth in.
Color
Structure
Texture
A
0-9
1OYR 4/6
granular
sandy loam
Btl
6-50
2.5YR 4/6
subangular blocky
clay
Bt2
50-70
2.5YR 516
subangular blocky
clay
BC1
70-86
2.5YR 4/4
weak subanplar blocky
loam
BC2
86-108
7.5YR 513
weak subangular blocky
loam
C1
108-156
5YR 5/6
structureless
loam
with IOYR 5/6 mottles
C2
156-168+
7.5YR 5/6
structureless
loam
with IOR 418 and 5/6 mottles
site 3
Horizon
Depth in.
Color
Structure
Texture
A
0-5
IOYR 4/4
granular
sandy loans
Bt
5-80
10YR 4/6
subangular blocky
clay
BC1
80-101
2.5YR 4/4
weak subangular blocky
loam
BC2
101-110
7.5YR 5/8
weak subangular blocky
loam
Cl
110-140
5YR 5/6
structureless
loam
with 10YR 5/6 mottles
C2
140-168+
7.5YR 5/6
structureless
loam
with 10YR 5/6 mottles

06/05/2001
13:03
8284667406
SOIL AND ENVIR CONS
PAGE 07
Table 2
Luke Norman State Park. Ksats
Site l
Bt
18-24
Ksat >
0.26 cm/hr - 0.20 ft/day - 1.53
gpd/sq. ft
BC
66-74
Ksat >
0.62 cm/hr - 0.49 ft/day - 3.65
gpd/sq. ft
C
83-92
Ksat >
2.52 cw tar - 1.98 ft/day -r 14.83
gpd/sq. ft
Site 2
A 2-8 Ksat > 1.41
cm/hr -
1.11
ft/day
8.30
gpd/sq. ft
Bt 13-20 Ksat > 2.28
cm&r --
1.79
ft/day
13.42
gpd/sq. ft
Bt 13-20 Ksat > 1.79
cm/hr -
1.41
ft/day
- 10.54
gpd/sq. ft
BC 55-60 Ksat > 0.77
cm/hr -
0.61
ft/day
_ 4.53
gpd/sq. ft
Site 3
Bt 15-23 Ksat > 0.58
em/br ---
0.46
ft/day
- 3.41
gpd/sq. ft
BC 74-82 Ksat > 0.69
cm/hr -r
0.54
ft/day
-- _ 4.06
gpd/sq. ft
Ksat value of A Horizon
8.30
gpd/sq ft
Average Value of Ksats of Bt Horizon
7.23
gpd/sq ft
Average Value of Ksats of Bt Horizon (minus 2 high
values)
2.47
gpd/sq ft
Average Value of Ksats of BC Horizon
4.08
gpd/sq ft
Ksat value of C Horizon
1.4.83
gpd/sq ft

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 08
Table 3
Typical ranges of soil infiltration rates by soil texture and slope.
Basic Infiltration hate (inft)*
Slope
Texture
--------------------------------------
o-3%
3-9%
9+%
sands
1.0+
0.7+
0.5+
loamy sands
0.7-1.5
0.5-1.0
0.4-0.7
sandy loams and fine sandy loams
0.5-1.0
0.4-0.7
0.3-0.5
very tine sandy loam and silt loam
0.3-0.7
0.2-0.5
0.15-0.3
sandy clay loam and silty clay loam
0.2-0.4
0.15-0.25
0.1-0.15
clay and silty clay
------------------------------------------------------------------------------------------
0.1-0.2
0.1-0.15
< 0.1
Source: Sprinkler Irrigation Association, Sprinkler Irrigation (1969)
* For good vegetative cover, these rates may be 25-50% greater. For poor surface
conditions, rates may be as much as 50% less.

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 09
Table 4
Water Salanee
MONTH
JAN
PET
DR
NR
TOTAL LOSS
PPT
0.9 3.72 0 4.62
3.80
FEB
1.4
3.36
0
4.76
3.89
MAR
2.2
3.72
0
5.92
4.81
APR
3.3
3.60
0
6.90
3.52
MAY
4,3
3.72
0
8.02
3.85
JUN
4.8
3.60
0
8.40
4.52
JUL
4.7
3.72
0
8.42
3.62
AUG
4
3.72
0
7.72
4.37
SEP
3.3
3.60
0
6.90
4.12
OCT
1.9
3.72
0
5.62
3.15
NOV
1.2
3,60
0
4.80
2.98
DEC
0.7
3.72
0
4,42
3.84
TOTAL 1 32.7 43.80 0 76.5 46,47
ENTER
% FOR
NR>
0
dr rate
in/hr
0.005
ALLOWABLE
IRRIGATION
0.82
0.87
1.11
3.38
4.17
3.88
4.80
3.35
2.78
2.47
1.82
0.59
30.03 inches/year
0.051 gal/sq ft/day

06/05/2001 13:03 8284667406 SOIL AND ENVIR CONS PAGE 10
MONTH
JAN
FEB
APR
MAY
JUN
JUL
AUG
SEP
OCT
NOV
DEC
Available
Irrigation
6,200
5,600
6,200
450,000
465,000
450,000
465,000
465,000
450,000
6,200
6,000
6,200
Table 5
Storage Requirement
(3.5 acre spray6eld)
Storage requirement calculations in gallons
Allowable Recommended Storage Cumulative
Irrigation Monthly Irrigation Requirement Storage
(from water balance) (based on 3.5 acre smvfield)
0.82
77927
-71,727
103,914
0.87
92679
-77,079
26,835
1.11
105487
-99,287
0
3,38
321213
128,787
128,787
4.17
396289
68,711
197,498
3.88
368730
81,270
278,768
4.80
456160
8,840
287,608
3.35
318362
146,638
434,246
2.78
264193
185,807
620,053
2.47
234732
-228,532
391,521
1.82
172961
-166,961
224,560
0.58
55119
-48,919
175,641
The maximum value under cumulative storage is 620,053 gallons.
Maximum storage 42 days (typically the state will require a minimum of 30 days)
Design daily flow (gpd) (April - September): 15,000
Design daily flow (gpd) (October - March): 200

AGRNOMIST REPORT
LADE NORMAN STATE PARK
(E&NR Parks and Recreation)
Application for 3.43 Acre Spray Irrigation System
Date: 5 December 2001
Prepared for :
North Carolina Division of Environmental Management
Water Quality Section
Permits and Engineering Unit
Raleigh, NC
Submitted by:
S&ME, Inc.
3718 Old Battleground Road
Greensboro, NC
27410

TABLE OF CONTENTS
1.0 SOIL RESULTS AND ANALYSIS.....................................................................................1
1.1 AVAILABLE PHOSPHORUS AND RESERVE PHOSPHORUS ......................1
1.2 CATION EXCHANGE CAPACITY (CEC), pH
AND PERCENT BASE SATURATION (% BS)...................................................1
1.3 BASIC CATIONS (Ca, Mg, and K-) ......................................................................... 2
2.0 AGRONOMY REPORT.......................................................................................................2
2.1 SUGGESTED SITE MANAGEMENT PLAN..........................................................2
2.2 ADDITIONAL FERTILLZER REQUIREMENTS.................................................3

1.0 SOIL RESULTS AND ANALYSIS
One representative soil sample was collected from the upper 4 — 6 inches of the approximately 3.5
acre site and submitted to A&L Eastern Agricultural Laboratory. The results for this analysis are in
Table 1 below. Results for organic matter is listed as a total percent in the soil, available nutrients
are listed as parts per million (ppm), the Cation Exchange Capacity (CEC) is listed as
milliequivalents per 100 gram of soil (meq/100g), and nutrients in the percent base saturation
(BS%) are listed as a percent of the total solution.
TABLE 1 LABORATORY ANALYSIS
FIELD
ORGANIC
MATTER (%)
PHOSPHORUS
BRAY P1 (ppm) BRAY 2 (ppm)
POTASSIUM
ppm
MANESIUM
ppm
CALCIUM
ppm
1
2.8
2
1 4
64
24
60
FIELD
pH
SOIL UFFER INDE
CEC
meq/100g
I PERCENT BASE SATURATION
POTASSIUM % MAGNESIUM CALCIUM % HYDROGEN %
1.1 AVAILABLE PHOSPHORUS AND RESERVE PHOSPHORUS
The soil available phosphorus (P) was 2 (ppm) or 4 pounds per acre (lbs./acre) while the reserve P
was 4 ppm or 81bs./acre. According to the soil test results, P levels are very low.
1.2 CATION EXCHANGE CAPACITY (CEC), pH, AND PERCENT BASE
SATURATION (% BS)
The surface soil CEC averaged 4.7 milliequivalents per 100 gram of soil (meq/100g) and is an
inherent property of soils that is unlikely to change. Coarse textured soils have an inherently low
CEC and their ability of the soil to hold nutrients is low. Consequently there may be a high leaching
potential of nutrients through the soil profile.
The soil pH 4.7 standard units. This pH value is extermely below average for uptake of nutrients
and heavy metals on Pine Trees and Coastal Bermudagrass. The optimal pH should be maintained
around 6.0 for Pines and 6.5 for Coastal Bermudagrass. An annual application of an appropriate

amount of calcium carbonate should be considered when the pH falls below 5.5. Annual soil
sampling is recommended to ensure crop demand of nutrients is meet.
The soil percent base saturation (%BS) is the percentage of the soil cation exchange sites that are
occupied by basic cations (Mg, Ca, K, and Na). The %BS is an important parameter in relation to
soil properties and plant nutrition. When considering those basic cations that are important for plant
development, the %BS most often recommended is: Ca (65 - 75%); Mg (10 - 15%); and K (2 - 5%)
The average soil %BS was as follows: Ca (60.0)%, Mg (17.7)%, and K (3.3)%. Application of
dolomitic limestone is recommended to increase the pH and % BS.
1.3 BASIC CATIONS (Ca, Mg, and K)
The Ca and Mg available for plant uptake are 60 ppm (120 lbs./acre) and 24 ppm (48 lbs./acre)
respectively. Soil test analyses list Mg and Ca in the very low range. Soil samples should be
collected in the summer to evaluate the Ca status and time requirement of the soil. It is
recommended that approximately 2201bs. per acre of Phosphate and 60 lbs. per acre of Magnesium
be applied as spilt applications.
The available K averaged 64 ppm (128.0 lbs./acre). Soil test analyses list K in the medium range.
Based on soil test results, K additions are needed for the future uptake by plants. Potash is
recommended to increase K to suitable levels. It is recommended that approximately 120 lbs. per
acre of potash be applied as spilt applications.
2.0 AGRONOMY REPORT
2.1 SUGGESTED SITE MANAGEMENT PLAN
Field 1 is suitable for timber operations or hay production. Based on the preliminary soil scientist
report no restrictions were seen on the proposed irrigation field. Buffer requirements for setbacks
from, structures that will be for public use, water bodies, wells, and state roads will reduced the
useable acreage in this field. Regulatory Agents might stipulate buffers. The useable acreage in
Field 1 should be considered prime for use as land application site.

Pine trees are documented to be able to uptake approximately 75 pounds of Nitrogen/acre/year. To
ensure maximum uptake of nutrients from the bio-solids by the trees, based on the soil analysis,
additional fertilizer requirements are suggested. Once biosolid applications begin, the selected crop
will grow more rapid, because nutrients and water will not limit crop production.
Bermuda Grass and Fescue, as well as other types of forage, are documented to be able to uptake
approximately 250 pounds of Nitrogen/acre/year. To ensure maximum uptake of nutrients from the
bio-solids by the grass, weed species need to be minimized and based on the soil analysis, additional
fertilizer requirements are suggested. Once biosolid applications begin, the selected crop will grow
more rapid, because nutrients, weeds and water will not limit crop production. This requires
frequent cuttings and removal of hay by the site manager.
By using standard agricultural practices for the management of timber and forage the operator
should see significant benefits from the application of residuals. In turn, this field should provide
good assimilation of the plant available nutrients contained in the residuals and afford an
environmentally safe means of nutrient recycling.
Considerations are suggested that when an application event occurs the site manager check the
depth (to approximately 36 inches of the natural soil surface) of the apparent water table in the field.
This is to prevent contamination of the groundwater.
2.2 ADDITIONAL FERTILIZER REQUIREMENTS
Annual soil sampling is recommended to ensure that the crop demands of nutrients are meet. Soil
tests should be taken annually in the early fall to determine nutrient and micronutrient availability.
Soil testing is the most accurate way to determine the rate and grade of fertilizer to apply.
Recommended soil analyses are needed for Phosphorus, Potassium, Sodium, pH, CEC, Percent
Base Saturation, and Percent Hydrogen. The optimal pH should be maintained at approximately 6.0
for Pine trees and 6.5 for Bermuda grass. An application of 3,300 lbs. of CaCO3 per acre for the
Bermuda grass and 2,8001bs. of CaCO3 per acre for the Pine trees is sufficient to increase the pH to
the desired level. Also, an annual application of Calcium Carbonate should be considered if the pH

falls below 5.5. It is recommended that approximately 220 lbs. per acre of Phosphate, 60 lbs. per
acre of Magnesium, and 120 pounds per acre of potash be applied as spilt applications.
CLOSING
S&ME appreciates the opportunity to provide you with this report. If you have any questions or
comments, please feel free call us.
Sincerely,
S&ME, Inc.
Mathew H. O'Brien, L.S.S. C. Scott Carpenter
Natural Resource Department Manager Agronomist

Report Number: A&L EASTERN AGRICULTURAL LABORATORIES, INC.
2001-R337-124 7621 Whitepine Road • Richmond, Virginia 23237 • [phone]
Fax No. [phone] At
Account # 46334
Send To: S&ME (JOB #1588-01-033) Grower: JOB#1588-01-033 PO#11140 Samples Submitted By:
CECIL LINK LAKE NORMAN STATE PARK CECIL LINK
3718 OLD BATTLEGROUND RD
GREENSBORO, NC 27410
Date of Report: 12/05/2001 Page: 1 SOIL ANALYSIS REPORT
Values on this report represent the plant available nutrients in the soil. This report applies to the sample(s) tested. samples are retained a
Explanation of symbols: Values are expressed as % (percent), ppm (parts per million), or Ibs/A (pounds per acre). maximum or thirty days after testing. Soil Analysis prepared by:
Rating after each value: VL (Very Low), L (Low), M (Medium), H (High), VH (Very High). A& L EASTERN AGRICULTURAL LABORATORIES, INC.
ENR - Estimated Nitrogen Release. C.E.C. - Cation Exchange Capacity. by:
To convert to Ibs/A, multiply the results in ppm by 2.
C. Norman Jones

Report Number: A&L EASTERN AGRICULTURAL LABORATORIES, INC.
2001-R337-124 7621 Whitepine Road • Richmond, Virginia 23237 • [phone] OD®R
Fax No. [phone]
Account # 46334
Send To: S&ME (JOB #1588-01-033) Grower: JOB#1588-01-033 PO#11140 Samples Submitted By:
CECIL LINK LAKE NORMAN STATE PARK CECIL LINK
3718 OLD BATTLEGROUND RD
GREENSBORO, NC 27410
Remarks:
ON ALL CROPS APPLY DOLOMITIC LIMESTONE TO SUPPLY MAGNESIUM; HOWEVER MAGNESIUM MAY BE SUPPLIED AS MAGNESIUM OXIDE OR K-MAG IF DOLOMITIC
LIMESTONE IS NOT APPLIED. "APPLY V2 OZ. ACTUAL N PER TREE ONE MONTH AFTER PLANTING. FOR TRANSPLANTS INCORPORATE 1/2#ACTUAL N PER 400 SQ.FT. PRIOR
TO PLANTING OR 1/2#ACTUAL N PER 400 SQ.FT. TWO WEEKS AFTER PLANTING. FOR FRASER FIRS AFTER SECOND YEAR APPLY 1 OZ. ACTUAL N PER TREE 24 WEEKS PRIOR
TO BUD BREAK. FOR PINE CHRISTMAS TREES APPLY 1/2 TO 1 OZ. ACTUAL N PER TREE 24 WEEKS PRIOR TO BUD BREAK DEPENDING ON PREV IOUS YEARS' GROWTH.
"The recommendations are based on research data and experience, but NO GUARANTEE A&L EASTERN AGRICULTURAL LABORATORIES, INC.
or WARRANTY expressed or implied, concerning crop performance is made."
Our reports and letters are for Ba exclusive and conidentW use of" cierds, end mey not be reproduced In %hole or in part nor may arty reference be made to the by: m
work, the re"s, or the compaV n"adrertisng, nem release, or other public amancemerb wtleut obtaining ourpdorwriilten wkMrodzation Copyright 1977.
C. Norman Jones

L Apply temporary protective covering to lower two (2) feet of finished walls
adjacent to poured floor slabs and similar conditions, and guard against
spattering during placement.
i E. General: Comply with ACI-304 "Recommended Practice for Measuring, Mixing,
Transporting, and Placing Concrete," and as herein specified.
C. Deposit concrete continuously or in layers of such thickness that no concrete will be
G placed on concrete which has hardened sufficiently to cause the formation of seams or
planes of weakness. If a section cannot be placed continuously, provide construction
joints as herein specified. Deposit concrete as nearly as practicable to its final location
- to avoid segregation.
D. Water shall not be added at the site without permission from Engineer or Engineer's
Field Representative. Any water which is added shall be recorded on the delivery
ticket and test report.
E. Placing Concrete�in Forms: Deposit concrete in forms in horizontal layers not deeper
than 24 inches and in a manner such to avoid inclined construction joints. Where
placement consists of several layers, place each layer while preceding layer is still
- plastic in order to avoid cold joints. Do not drop concrete a vertical distance greater
than five (5) feet. To place concrete lifts greater than five (5) feet, use a hose, drop
chute, or other approved method.
F. Consolidate placed concrete by mechanical vibrating equipment supplemented by
hand -spading, rodding, or tamping. Use equipment and procedures for consolidation
of concrete in accordance with ACI-309.
r G. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
j vertically at uniformly -spaced locations not farther than visible effectiveness of the
machine. Place vibrators to rapidly penetrate the placed layer and at least six (6)
inches into the preceding layer. Do not insert vibrators into lower layers of concrete
that have begun to set. At each insertion, limit duration of vibration to the time
necessary to consolidate concrete and complete embedment of reinforcement and
other embedded items, without causing segregation of mix.
H. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous
operation, within limits of construction joints, until the placing of a panel or section is
completed.
I. Consolidate concrete during placing operations so that concrete is thoroughly worked
- around reinforcement and other embedded items and into corners.
�l
03310-12
Lake Norman State Park

3.15 (duality Control Testing During Construction:
A. A testing agency shall be employed by the Contractor to perform tests and submit
reports to the Engineer in order to ensure quality control of the installed concrete
work. The Contractor will be compensated for the invoiced work completed by the
testing agency. This compensation will be deducted from the testing allowance
established by the approved schedule of values.
E. Sampling and testing for quality control during placement of concrete may include the
following, as directed by Engineer.
C. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with
ASTM C 94.
1. Slump: ASTM C 143; one (1) test at point of truck discharge for each day's
pour of each type of concrete; additional tests when concrete consistency
seems to have changed.
2. Air Content: ASTM C 173 (volumetric method for lightweight or normal
weight concrete) or ASTM C 231 (pressure method for normal weight
concrete); one (1) for each day's pour of each type of air -entrained concrete.
3. Concrete Temperature: Test hourly when air temperature is 40 degrees
Fahrenheit (four (4) degrees Celsius) and below and when 80 degrees
Fahrenheit (27 degrees Celsius) and above, as well as each time a set of
compression test specimens is made.
4. Compression Test Specimen: ASTM C 31; one (1) set of four (4) standard
cylinders for each compressive strength test, unless otherwise directed. Mold
and store cylinders for laboratory -cured test specimens except when
field -cured test specimens are required.
5. CMpressive Strength Tests: ASTM C 39; one (1) set for each day's pour
exceeding five (5) cubic yards, plus additional sets for each 50 cubic yards over
and above the first 25 cubic yards of each concrete class placed in any one day;
one (1) specimen tested at seven (7) days, two (2) specimens tested at 28 days,
and one (1) specimen retained in reserve for later testing, if required.
6. When frequency of testing will provide less than five (5) strength tests for a
given class of concrete, conduct testing from at least five (5) randomly selected
batches or from each batch, if fewer than five (5) are used.
D. Test results will be reported in writing to Engineer and Contractor within 24 hours
after tests. Reports of compressive strength tests shs11 contain the project
identification name and number, date of concrete placement, name of concrete testing
Lake Dorman State Park 03310-18

service, concrete type and class, location of concrete batch in structure, design
compressive strength at 28 days, concrete mix proportions and materials; compressive
breaking strength and type of break for both seven (7)-day and 28-day tests.
E. Additional Tests: The testing service will make additional tests of in -place concrete
when test results indicate specified concrete strengths and other characteristics have
not been attained in the structure, as directed by Engineer. The testing service may
conduct tests to determine adequacy of concrete by cored cylinders complying with
ASTM C 42, or by other methods as directed. Contractor shall pay for such tests
when unacceptable concrete is verified.
F. Sub -Standard Concrete: Any concrete furnished under this specification that fails to
reach the required design compressive strength after 28 days, as evidenced by the
compressive strength test specified herein, shall be considered sub -standard.
1. The procedure specified in ACT-318 for the evaluation and acceptance of
concrete shall be used to determine if the sub -standard concrete is to be
removed and replaced. Engineer shall make the final decision. Any
sub -standard concrete which is removed and replaced shall be done so at
Contractor's expense.
2. For sub -standard concrete which is left in place, Contractor shall reimburse
Owner with an amount of $0.05 for each pound per square inch that the actual
28-day concrete strength is below the specified compressive strength for each
cubic yard of concrete in the pour. The strength of concrete for a particular
pour shall be the average of all but the one lowest of the 28-day compression
tests for that pour. Said reimbursement shall be deducted from the Contract
Amount by change order.
END OF SECTION 03310
Lake Norman State Park 03310-19