HomeMy WebLinkAboutAugusta Utilities Water System Improvements 60 inch Raw Water Transmission Main
Augusta Richmond GA
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DOCUMENT TYPE:
YEAR: ,I) qq~
BOX NUMBER: lD
FILE NUMBER: } LI D ~ D
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PROJECT MANUAL
FOR
AUGUSTA UTILITIES WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
Augusta, Georgia
Prepared for
AUGUSTA COMMISSION
Prepared by
Cranston, Robertson & Whitehurst, P.C.
ENGUffiERS -PLANNERS -SURVEYORS
452 Ellis Street - P.O. Box 2546
Augusta, Georgia 30903
September 1 t, 1998
97-280
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B.
ADDENDUM NO.4
FOR
60" RAW WATER TRANSMISSION MAIN
97-280
October 26, 1998
A.
The following changes are hereby made to the Plans:
1. The following chart is hereby incorporated into the Plans:
AIR VALVE DATA
Operating
Station Type Pressure
34+75 Combination Air Valve 115 psi
50+50 Air Release Valve 89 psi
58+83 Combination Air Valve 86 psi
104+ 7 5 Combination Air Valve 94 psi
161+16 Combination Air Valve 7 psi
189+15 Air & Vacuum Valve 0.5 psi
2. Water service should be 1 inch "Type K2" copper tubing. Make connection \vith
Tee and Adaptor. Meter boxes shall be of all cast iron construction, "Rome" or
"Mississippi" type with dimensions 19" long, 10" wide and 10" to 12" deep.
Water meters shall be purchased from the Augusta Utilities Department.
The following questions and comments were submitted by a potential bidder and
responses are delineated in italics. immediately following each question.
1. Is "All Risk" type Builders Risk Insurance applicable to this project?
No, "All Risk" type builders insurance is not applicable.
2. What local license fee is applicable? What state license or other fee is applicable?
See Section GC-IO, paragraph 3, of the contract documents.
3. What specific easements, rights-of-way and other lands required to construct the
project have not been obtained, transferred to or otherwise acquired by the
owner? Of the above said lands which are known at this time not to be available
for access by the contractor at the time of bid?
Approval has been granted to disturb the necessary wetlands under
Addendum No.4 - Page 1
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Nationwide Pennit No. 12 and to do construction inside the rights-oi-way
ofS.R. 28 and S.R. 104. However, no easement has been obtained as of
yet. It is expected that all easements will be obtained by the first of the
year.
4.
Do the sandy-clays or silty sand shown in Appendix "A" meet the requirements
for bedding?
Neither the sandy-clays nor the silty sand shown in Appendix A meet the
requirements for bedding.
5.
Detail for concrete pavement (Sheet 29) shows a 3" graded aggregate base under
pavement, The specification (TS-14) does not. Is it required?
Yes, the 3" graded aggregate base is required. Include the cost in pay
item per square yard.
6.
Which stations have integral curb with the concrete pavement? How many L.F.
curb?
There is integral curb with the concrete pavement from stations 133+60 to
146+00 and 146+70 to 152+80 (along Monte Sano Avenue north of
Walton Way). This totals 1850 linear feet.
7.
What determines the pay limits for curb & gutter and sidewalk replacement? Will
all sizes of curb replacement be paid for or just 24"?
The actual amounts of disturbed 24" curb and gutter and sidewalk
detennine the pay limits. The 24" curb and gutter will be paidfor. The
30" curb and gutter on Washington Road is not to be disturbed, therefor
will not be paid for.
8.
House on Monte Sand Avenue, is demolition of the house in the contract? Will
asbestos survey & removal be our responsibility?
Demolition of the house is not part of this contract.
9.
Sheet 2, Note: Existing Utilities #5; Will the utilities or individuals involved
move utilities at no cost to the contractor, if they must be moved (underground
power line Station 67+00 to Station 69+00)? Will the power company hold
poles that must be temporary supported at no cost to the contractor (Station
65+00, example)?
In addition to Note No.5, notes 6, 9, 10, 11, 12 and 13 cover existing
utilities. The utility owners listed in Note 10 will be responsible for
Addendum No.4 - Page 2
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11.
12.
13.
14.
15.
relocations as covered by Note 12 on public street rights-ol-way only. If
private utilities must be moved to clear construction on off-road
easements, protection, removal and replacement will be a subsidiary
responsibility of the contractor. This will include underground power at
Station 67+00 to Station 69+00. In general, public utility companies will
remove or relocate utilities in public street rights-ol-way as covered in
Note 12. It should be assumed that the power company will concur with
respect to pole relocation at Station 65+00, for example.
10.
On the Augusta National property is the 4" crusher run drive to be paid in bid
item 1-#10 and is the repair of the asphalt road to be paid for in bid items 1-#5 and
#71
Yes, the crusher run drive is to be included in Bid Item 1-#10 and the
asphalt road is to be included in Bid Item 1-#5, not bid item 1-#7.
Will power company furnish service to service pole @ Pump Station without cost
to the contractor?
Yes, the power company willfurnish power to the service pole at the pump
station at no charge to the contractor.
Addendum # 1 Gabion Specification does not call for PVC coating which is
normal for aqueous/golf course application. What mattress thickness 6" or 9"?
The mattress gabion will be 9'x6'x9" with PVC coating.
Will Gas & Telephone companies replace gas/phone service and lines at no cost
to contractor?
Yes, in public street rights-ol-way (see Note No. 12, Sheet 2)
Will the "S~ate Unit Prices" pay for the water and sewer services cut by required
excavation for 60" Raw Water Main installation.
Only ifin conflict with the 60" raw water main will it be paidfor.
Will the "State Unit Prices" pay for the removal and replacement of unsuitable
soils at the bearing level of pipe or structures.
Yes, "State Unit Prices" will cover removal and replacement of unsuitable
soils at the bearing levels.
Addendum No.4 - Page 3
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17.
18.
19.
20.
16.
Can the smaller sized vaults be pre-cast rather than cast-in-place?
Pre-cast vaults may be usedfor valve boxes that are 8' x 10' and smaller.
The coupling harness shown on Sheet 21 is to be as follows:
Coupling Harness shall be the "coupling glandjoint" manufactured by
American Cast Iron Pipe or equal.
Does the dismantling joint have to be Viking-Johnson?
Dismantlingjoint may be Viking Johnson, or equal.
What size pipe is actually entering Vault No.2?
On Sheet 19, the Pipe entering Vault No.2 is 36". The pipe changes from
30" to 36" near the bend. The exact location of the change is not known.
Will Augusta Utilities accept an imported valve box?
No, all valve boxes must be manufactured domestically.
Addendum No.4 - Page 4
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Cranston, Rbbertson & Whitehurst, P.C.
ENGINEERS PLANNERS SURVEYORS
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OLD ENGINE COMPANY NO.1 POST OFFICE BOX 2546
452 ELLIS STREET AUGUSTA, GEORGIA 30903-2546
TELEPHONE (706) 722.1588
TELECOPIER (706) 722.8379
I
Memo
JOHN T. ATTAWAY, R.L.S.
WAYNE SWANN, R.L.S.
THOMAS C. ZEASER, P.E. .
JOEY R. FLOYD
DWIGHT E. FUNDERBURK, II
JOHN M. HUGG
PATRICK W. HUTTO
KEITH A, LAWRENCE
DENNIS J. WELCH
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J. CRAIG CRANSTON, P.E" R,L,S.
THOMAS H. ROBERTSON, P.E., R.L.S.
ELDRIDGE A. WHITEHURST, JR., P.E.
JAMES B. CRANFORD, JR., P.E.
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To:
From:
Date:
Subject:
All Planholders ~-r:
Dwight E. Funderburk W'l y
October 22, 1998
City of Augusta 60" Raw Water Transmission Main
Our File No. 97-280
CER TIFIED MAIL
Return Receipt Requested
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Please find attached Addendum No.3 for the above referenced project.
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Should you have any questions, please do not hesitate to contact us.
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ADDENDUM NO.3
FOR
60" RAW WATER TRANSMISSION MAIN
97-280
October 21, 1998
I.
The following changes are hereby made to the Contract Documents and Technical
Specifications:
A. The Bid Schedule section as previously issued and revised is hereby null and void
and is replaced by the Bid Schedule attached hereto. Changes include the
following:
1. Omit Item 1-12 and renumber.
2. Revise Items II-I, II-2, and II-3.
3. AddItemII-17.
4. Add Section VIII.
B. Section for TS-7, 60" Raw Water Transmission Main of the contract documents
is hereby amended as follows:
1. Add a new Subsection TS- 7 -4, Polyethylene Encasement as follows:
"-4. POLYETHYLENE ENCASEMENT:
All polyethylene encasement shall be furnished and installed
according to A WWA Standard C105. All 60" raw water
transmission pipe crossings or having less than 1 0 feet horizontal
separation from any metal gas line shall be polyethylene encased
where shown on the plans or where a gas line is uncovered and
found to be nearer than 10 feet from the water main."
The remaining subsections following this one will be renumbered
accordingly.
2. Change Subsection TS-7-6, Measurement and Payment by the addition of
the following paragraph TS-7-6.A.2., covering payment for polyethylene
encasement:
"2. Payment for polyethylene encasement will be made at the unit
contract price per linear foot appearing in the bid schedule."
Addendum No.3 - Page I
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I II. The following changes are hereby made to the Contract Plans:
I A. Plan Sheet Nos. 3, 7, 11, 15, 19,20,21,22,23,24,25 and 28 have been revised,
are attached hereto and are incorporated into the Contract Documents.
I B. Attached is plan sheet S-l. This plan is for the 30" ductile iron pipe sanitary
sewer across the.No. 8 fairway at the Augusta Country Club.
I C. Cover Sheet: Revised the sheet index to show all station equalities (sheets 7, 11,
13 & 14) as well as the correct beginning and ending stations.
I Added PCLCP to the legend, Prestressed Concrete Lined Cylinder
Pipe.
I D. Sheet 3: Revised the profile to show the correct pipe fittings, 5 5/B degrees.
Changed pay item from "II-3" to "II-4" for the manifold assembly.
I E. Sheet 7: Moved the thrust collar on the 60" raw water line further away
from the valve vault.
I F. Sheet 8: Corrected the stationing inside of the title block to read 73+50 to
83+73.32 (72+50 AHEAD) to 73+00.
I G. Sheet 9: Corrected the stationing inside of the title block to read 73+00 to
85+50.
I H. Sheet 11: Rerouted the 60" raw water line around the No. 7 green at the
Augusta Country Club.
I 1. Sheet 15: Moved the thrust collar on the 60" raw water line further away
from the valve vault.
I J. Sheet 19: Showed the relocation of the thrust collars for the 30", 36" & 42"
pIpes.
I K. Sheet 20: Showed the dimension to the new location of the thrust collars and
I removed the wall pipe from the vault walls.
L. Sheet 21: Revised the 601x42" cross and removed the wall pipe from the
I vault walls.
M. Sheet 22: Revised the 60"x42" cross, showed the dimension to the new
I location of the thrust collar, and removed the wall pipe from the
vault walls.
I N. Sheet 23: Removed the wall pipe from the vault walls.
I Addendum No.3 - Page 2
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Removed the wall pipe from the vault walls, and showed a new
detail of the seals at the vault wall penetrations.
Sheet 24:
P.
Revised the reinforcement sections for the outlet structure walls
and the bottom slab.
Sheet 25:
Q.
Added the 60" thrust collar detail.
Sheet 28:
R.
The following chart, covering locations where polyethylene encasement is
required, is hereby incorporated into Sheet 28 of the plans: .
LENGTHS AND LOCATIONS OF POLYETHYLEJII'E ENCASEMENT
OF THE 60" RAW WATER TRANSMISSION MAIN
Reason for
Sheet No. Station(s) Length of Encasement (Feet) Encasement
3 5+00 - 5+25 25 proximity
4 21+15 - 23+00 185 proximity
5 33+65 40 (20' each side of crossing) crossing
5 36+25 40' (20' each side of crossing) crossing
5 39+85 40' (20' each side of crossing) crossing
5 46+25 40' (20' each side of crossing) crossing
6 47+20 40' (20' each side of crossing) crossing
6 49+60 40' (20' each side of crossing) crossing
6 51 +40 - 52+60 120' proximity
7 59+30 40' (20' each side of crossing) crossing
7 64+40 40' (20' each side of crossing) crossing
13 ]33+65 40' (20' each side of crossing) crossing
14 139+60 40' (20' each side of crossing) crossing
15 152+60 - 154+20 160' proximity
*
Reasons for polyethylene encasement are any crossing with a metal gas
line or less than 10 feet of horizontal separation with a metal gas line.
The following questions and comments were submitted by a potential bidder and
responses are delineated in italics immediately follow each question. .
1.
"On drawing 3 of 32, top-left comer, reads: "Manifold Assembly,
Discharge Pipe, Pay Item II-3." I think this is pay item II-4."
Pay Item is 11-4.
2.
"On drawing 22 of 32, top left comer reads: "Concrete Thrust Collar (See
Sheet 26)". There are no details on Sheet 26. I did not copy Sheet 28.
Please check Sheet 28 for details on concrete collars for 30", 36" 42" and
60" pipe."
Addendum No.3 - Page 3
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Sheet 28 is the correct sheet for concrete thrust collar
details.
3.
"Wall collars are required to be on the pipe where pipe passes through the
concrete at the manifold vault walls and at the manifold thrust collars.
Are wall collars required to be on pipe at other locations such as valve
boxes, other thrust collars (sheet 26 of 32) and at the outlet structures?"
Wall collars are required to be on the pipe at all thrust
collars, at the outlet structures, but not in the vault walls.
4.
"On drawing 25 of 32, Section C/25 reads: "Wall Reinf. smiliar to Section
C-C." Where is Section C-C?"
The note referring to Section C-C on Sheet 25 was revised
to read as follows:
"Wall Reinf See (Ii)
. Typical, all four walls. "
Thefollowing note was added to Sheet 25:
"Bottom Slab Rein!
See @ and
CID
5.
"Waterstop is required at concrete construction joints in the valve boxes
and outlet structures. Is waterstop required at concrete construction joints
in the manifold valve boxes? If so, which joints?"
No waters tops are required in the manifold vaults since the
top is open.
Addendum NO.3 - Page 4
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SECTION P
PROPOSAL
DATE:
Gentlemen:
In compliance with your invitation for bids, the undersigned hereby proposes to furnish
all labor, equipment and materials, and to perform all work for the project referred to herein as:
AUGUSTA WATER SYSTEM IMPROVEMENTS
60 INCH RA W WATER TRANSMISSION MAIN
in strict accordance with the Contract Documents and in consideration of the amounts shown on
the bid schedule attached hereto and totaling:
. and.
/1 00 Dollars (
)
The undersigned hereby agrees that, upon written acceptance of this bid, he will within
10 days of receipt of such notice execute a formal contract agreement with the O\\'I1er, and that
he will provide the bond or guarantees required by the Contract Documents.
The undersigned hereby agrees that, if awarded the contract, he will commence the work
within Ten (lQ) calendar days after the date of the written notice to proceed, and that he will
complete the work within FIVE HUNDRED FORTY ( 540 ) calendar days after the date of such
notice.
The undersigned acknowledges receipt of the following addenda:
Enclosed is a bid guarantee, consisting of
in the amount
of
Respectfully submitted,
FIRM NAME
BUSINESS ADDRESS
BY:
TITLE:
Addendum No.3 - Page 5
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BID SCHEDULE
60 INCH RAW WATER TRANSMISSION MAIN
TO ACCOMPANY THE PROPOSAL OF
BIDDER
ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE
AMOUNT
I STREETS
1. 4" Concrete Sidewalk Replacement
625 S.Y. @ $ IS.Y. $
2. 24" Concrete Curb & Gutter Replacement
3,250 L.F. @ $ /L.F. $
3. 6" Concrete Driveway Replacement
260 S.Y. @ $ IS.Y. $
4. Pavement Repair (8" Cone. + 2" Asphalt)
206 S.Y. @ $ IS.Y. $
5. Pavement Repair (2" Asph. + 6" Graded Aggregate Base)
5,304 S.Y. @ $ IS.Y. $
6. Pavement Repair (1 W' Type "E" Asph. + 2" Type "B" Asph. +
4" Asph. Base + 8" G.A.B.)
2,627 S.Y. @ $ IS.Y. $
7. 1 W' Asphalt Overlay W /Tack Coat
35,235 S.Y. @ $ IS.Y. $
8. 8" Concrete Pavement
9.
10.
11.
12.
13.
14.
15.
16.
3,970 S.Y. @ $ IS.Y.
8" Concrete Pavement with Integral Curb
3,371 S.Y. @ $ IS.Y.
4" Crusher Run Drive
2740 . S.Y. @ $ IS.Y.
Concrete Dumpster Pad
85 S.Y. @ $ IS.Y.
Traffic Signal Actuator Loop Replacement
6 EA. @ $ /EA.
Double 10' Chain Link Gate
1 EA. @ $ /EA.
6" Concrete Driveway Entrance
20 S.Y. @ $ IS.Y.
Saw-Cut & Remove Existing Curb & Gutter
29 L.F. @ $ /L.F.
Relocate Playground Equipment
1 L.S. @".. /L.S.
$
$
$
$
$
$
$
$
$
Addendum No.3 - Page 6
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I ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
I 17. Remove Existing Chain Link Fence
25 L.F. @ /L.F. $
I Subtotal $
II RA W WATER TRANSMISSION MAIN
I 1. 60" Pressure Class 200 Ductile Iron "Push-On" Joint Pipe
I Installed, Complete
17,780 L.F. @$ /L.F. $
2. 60" Pressure Class 200 Ductile Iron Restrained Joint Pipe
I Installed, Complete
3,520 L.F. @$ /L.F. $
3 Ductile Iron Restrained Joint Fittings
I 126,580 LBS. @$ /LB. $
4. Manifold Assembly (Sta. 1+58.14 to Sta. 2+70) Including all
Pipe, Fittings, Valves, Drain Lines, and Concrete Structures
I Installed, Complete
L.S. @$ /L.S. $
5. 96"q, Tunnel, Including 60" Restrained Joint Pipe and Casing
I Spacers Installed, Complete
L.S. @$ /L.S. $
6. 60" Butterfly In-Line Valve Including Valve, Pipe, Fittings,
I Concrete Vault, and Concrete Thrust Collar Installed, Complete
2 EA. @$ lEA. $
I 7. Combination Air Valve Includmg 6'q, Precast Concrete Manhole
Installed, Complete
4 EA. @$ lEA. $
I 8. AirNacuum Valve Including 6'<1> Precast Concrete Manhole
Installed, Complete
1 EA. @$ lEA. $
I 9. Air Release Valve Including 4'q, Precast Concrete Manhole
Installed, Complete
3 EA. @$ lEA. $
I 10. Connection to 30" c.I.P. @ Reservoir Including Valves, Fittings
and Piping Installed, Complete
1 EA. @$ lEA. $
I 11. Outlet Structure Including Valves, Pipe, Fittings, Accessories,
and Concrete Structures Installed, Complete
I 2 EA. @$ lEA. $
12. Manway Including 4'q, Precast" Concrete Manhole Installed,
Complete
I 6 EA. @$ lEA. $
I Addendum No.3 - Page 7
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I ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
I 13. Manway without manhole
1 EA. @$ lEA. $
14. 12" Tap & Gate Valve
I 2 EA. @$ lEA. $
15. 10" Tap & Gate Valve
1 EA. @$ lEA. $
I 16. 6" Tap & Gate Valve.
1 EA. . @$ lEA. $
17. Polyethylene Encasement
I 890 L.F. @ IL.F. $
I Subtotal $
III. WATER DISTRIBUTION
I 1. 8" Water Main, Complete
980 L.F. @$ IL.F. $
I 2. 6" Water Main, Complete
493 L.F. @$ IL.F. $
3. 4" Water Main, Complete
I 70 L.F. @$ IL.F. $
4. 8" Tapping Sleeve & Valve
2 EA. @$ lEA. $
I 5. 8" Gate Valve
1 EA. @.$ lEA. $
I 6. 6" Tapping Sleeve & Valve
I EA. @$ lEA. $
7. 6" Gate Valve
I 3 EA. @$ lEA. $
8. 6" Water Main Adjustment, Complete
3 EA. @$ lEA. $
I 9. Water Services, New, Complete
18 EA. @$ lEA. $
I Subtotal $
IV. STORM SEWER
I 1. 36" Reinforced Concrete Pipe
I 220 L.F. @$ IL.F. $
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I Addendum No.3 - Page 8
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ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
2. Reconstruct Stormwater Inlet Boxes
3 EA. @$ /EA. $
Subtotal $
V. SANlT ARY SEWER
1. 8" Sanitary Sewer
735 L.F. @$ /L.F. $
2. Sanitary Sewer Manholes (0'-6' cut)
2 EA. @$ /EA. $
3. Sanitary Sewer Manholes (6'-10' cut)
1 EA. @$ /EA. $
4. Sanitary Sewer Manholes (10'-14' cut)
3 EA. @$ /EA. $
5. 20' - 8" Ductile Iron Sanitary Sewer W/Concrete Encasement
2 EA. @$ /EA. $
Subtotal $
VI. PROPERTY RESTORATION
1. Augusta Country Club
L.S. @$ /L.S. $
2. Permanent Grassing
a. Hydro-Seeding
6 AC. @$ lAC. $
b. Sodding
40,000 SF. @$ ISF. $
3. Property Restoration
L.S. @$ /L.S. $
Subtotal $
VII.
MISCELLANEOUS
1.
Pump Station, Including Pumps, Controls, Wet Well, Etc.,
Installed, Complete
1 EA. @ $ /EA. $
Addendum No.3 - Page 9
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ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE
AMOUNT
2. Soil Erosion Control, Including Silt FenceslBarriers, Berms,
Creek Diversion/Restoration, Ditch Checks, etc.
L.S. @ $ /L.S. $
3. Mattress GabionBank Stabilization - Rae's Creek
600 SY @ $ ISY $
4. Clearing & Grubbing
1 L.S. @ $ /L.S. $
5. Mobilization
1 L.S. @ $ /L.S. $
6. Traffic Control
1 L.S. @ $ /L.S. $
7. Trench Rock Excavation and Backfill (Not including normal
pipe bedding)
500 c.y. @ $ IC.Y. $
8. Flowable Fill Backfill for 60" Pipe
680 c.Y. @ $ IC.Y. $
Subtotal
$
VIII. RAE'S CREEK SANITARY SEWER
1. 30" Pressure Class 150 Ductile Iron "Push On" Joint Pipe
Installed, Complete
240 L.F. @ $ /L.F. $
2. 30" Pressure Class 150 Ductile Iron Restrained Joint Pipe,
Installed, Complete
400 L.F. @ $ /L.F. $
3. 30" Ductile Iron Restrained Joint Fittings
7290 LB. @ $ /LB. $
4. Clearing & Grubbing
1 L.S. @ $ /L.S. $
Subtotal
$
GRANDTOTAL $
Addendum No.3 - Page 10
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Additional Items of Construction to Be Performed If So Required by the Engineer:
STATE UNIT PRICES:
1.
2.
3.
4.
5.
6.
7.
NOTE:
I" Water Service Adjustment, Complete, Each
8" Water Main Adjustment, Complete, Each
Sanitary Sewer Service Replacement, Complete, Each
Asphalt Driveway Replacement, per Sq. Yd.
Overcut Excavation and Removal of Unsuitable Material, and
Clean Stone Bedding, per Ton (Not including normal pipe
bedding)
Sheeting Left in Place, per Board Foot
Imported Select Backfill, per Cu. Yd.
$
$
$
$
$
$
$
F ALLURE TO QUOTE REASONABLE PRICES FOR ADDITIONAL ITEMS
MA Y CAUSE THE BID TO BE REJECTED.
Addendum No.3 - Page 11
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II.
ADDENDUM No.2
FOR
60 " RAw WATER TRANSMISSION MAIN PROJECT
1.
The Contract Documents and Technical Specifications
A. The Section P, Proposal Bid Schedule is hereby amended by the addition of Item 7,
"Imported Select Backfill, Per Cu. Yd." to the Additional Items of Construction.
A new page Addendum No.1 - Page 11 is attached hereto
B. Section SC-21 is hereby amended by the addition of the following sentence at the
end of the paragraph:
"Within easement areas, major trees will be left standing, where it is possible
for the contractor's operations to take place around them."
C. Section TS-3, Clearing And Grubbing, Paragraph -3.A. is hereby amended by the
addition of the following sentences at the end of the paragraph:
"All cleared and grubbed material will be disposed of at offsite, upland
. locations chosen by the contractor. No chipping of cleared and grubbed
material will be allowed on the site. See Section SC-21, Tree Save for
related provisions."
D. Section TS-4, Excavating, Trenching and Backfilling for Pipe Lines, Paragraph - 7. G.
is hereby added:
"G. Compensation for removing and disposing of unsuitable excavated
material at offsite locations will be considered as incidental to the
excavation arid no separate payment will be made therefor. Imported
select backfill, where required, will be paid for at the unit contract
price per cubic yard in place."
E. Section SC-18, Augusta National Golf Club is hereby amended by the addition of
Paragraph F as follows:
"F. The Contractor is restore and grass the area behind Vineland
Subdivision. The replanting of the vegetation and restoration of the
screening will be completed by others. The Contractor shall have
this area in such condition that it may be replanted and restored
promptly."
The Minutes from the Pre-Bid Conference are attached for the Bidder's information.
Addendum No.2 - Page 1
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III.
IV.
V.
The Sign-In Sheet for the Pre-Bid Conference is attached for the Bidder's information.
The Georgia Department of Transportation Permit Application and drawings are attached
for the Bidder's information.
The alignment of the 60" Raw Water Transmission Main is not exact, so that it may be
moved to accommodate any unforeseen obstructions that may lie in the path.
Addendum No.2 - Page 2
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60 " RAw WATER TRANSMISSION MAIN PROJECT
PRE-BID CONFERENCE
October 12, 1998
The Meeting was held at the Commission Chamber at the Augusta Municipal Building.
Mr. Robertson introduced himself and invited all representatives to corne up and sign in, turn in
their Financial, Experience and Equipment Statement, and pick up a copy of Addendum No.1.
Mr. Robertson introduced Max Hicks, Augusta Utilities Department; Jim Rush, Augusta Utilities
Department; Bob Davis ofCH2M Hill, as program manager, resident project inspector, and general
point of contact for the successful bidder; and Chip Funderburk, CRW.
Mr. Hicks explained the need for this new water main by briefly discussing Augusta's water
shortages ofthis past summer. He also asked for any comments or questions from the prospective
bidders and said that it takes the engineer, owner, and contractor working together to bring a project
to completion. He also discussed the route through the Augusta National and Augusta Country Club
and expressed gratitude to both Clubs for their assistance and input on the project. Mr. Hicks
thanked all prospective bidders for their interest in this project and wished them luck in the bidding
process.
Mr. Robertson discussed the 4 mile route of the project, beginning at the City's raw water pumping
station on the Savannah River, traveling under Riverwatch Parkway beneath an existing underpass,
down through Papaya Street,. crossing Washington Road through a proposed tunnel, then along the
eastern boundary line of the Augusta National Golf Club crossing Rae's Creek to the Augusta
Country Club property, along the Westover Cemetery, through back yards of residential areas, along
Monte Sano Avenue, turning onto McDowell Street to the City's two water reservoirs.
Two areas of the project are under Georgia DOT jurisdiction, the crossing under S. R. 104
(Riverwatch Parkway) and the 96" tUImel under S.R. 28 (Washington Road). All other areas of the
project are city owned streets or easements with private property owners. Off road easements
consistof one for the Augusta National Golf Club, one for the Augusta Country Club, and 27 others,
for a total of29 easements. Work at the A~gusta National shall be completed between June 1, 1999
and September 30, 1999, while work at the Augusta Country Club will be completed between May
1, 1999 and August 1, 1999.
Mr. Robertson presented a brief synopsis of tJ1e key changes to the contract documents, technical
specifications, and plans that were made in Addendwn No. I. These changes included revision of
the Bid Schedule to incorporate changes in the paving requirements, the inclusion of a table of
paving requirements by street name; location of the utility lines on Augusta Country Club property;
disposal of excess excavated material on Augusta Country Club and Augusta National Golf Club
property; restoration of Augusta Country Club property including resodding and bunker material;
Addendum No.2 - Page 3
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and several minor changes in the plans which did not necessitate the re-issuance of any new plan
sheets.
Mr. Robertson then opened the floor for questions. The following is a list of the questions and
suggestions from Contractors and responses from Mr. Robertson:
1. As none of the contractors have in their employ putting green experts, who does the country
club recommend for this work?
The Augusta Country Club has three pre-approved contractors which are shown in
Section TS-20 of the Technical Specifications.
2. Are these contractors capable of handling the sprinklers and irrigation systems?
You would have to contact each of the green experts and ask them about that.
.3. lfthe contractor can't get into the Augusta Country Club until May pI and the Augusta
National Golf Club until June P\ is there any flexibility of this time frame.
There might be some adjustment made; however, you should assume that there will
not be any change permitted in these schedules.
4. When will the bidders be notified if their qualifications are satisfactory for this project?
The experience and qualifications of each bidder will be reviewed and they will be
notified this week as.to their eligibility.
5. Does the City have all of the easements at this time?
They have some of the easements right now, the remainder are currently under
negotiation.
6. What is the expected time for notice of award and notice to proceed?
It is anticipated that the Notice of A ward will be issued within 30 to 45 days, while
the Notice to Proceed will be issued right away after execution of the contract.
7. . When is the anticipated start of the project?
The first of next year.
Addendum No.2 - Page 4
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8. What about those trees that may be left standing, but are affected by tree removal?
Trees that remain standing may have to have some of their lower limbs removed in
order to obtain access of equipment.
9. What about large tree removal impacting the existing 30" sewer?
There is sufficient separation between the 30" line and the new route in most places.
The 30" line is pitcast with lead joints and was installed in 1899.
10. Is there anyone we can contact or get in touch with at Augusta National Golf Club or
Augusta Country Club should we need to make another site visit?
We are asking you not to do that, which is one of the reasons we have scheduled the
tour following this meeting.
11. What about scheduling another site visit between now and the bid date so that we can take
a look at it? It would be in the best interest of the City for them to do this.
Another site visit would have to be scheduled for a Monday, as the Augusta Country
Club is closed on Monday. We could do that if you think that it is necessary.
12. Are there any soil borings?
Yes, but they are not comprehensive throughout the site.
With no more questions, Mr. Robertson explained to the contractors that it would be difficult to
work during Masters Week, because no road closures will be permitted during that week.
Depending upon where they are working, they might be able to get some work done.
Addendum No.2 - Page 5
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:OEPARTMENT OF TRANSPORTATION
State of Georgia
Atlanta, Georgia 30334
APPLICATION AND PEi<J"1IT FOR UTILITY FACILITY ENCROACHMENT
I APPLICATION IS HERESY i1ADE 10 THE GEORGIA DEPARiI~ENT OF iRANSPoRTATloN BY:
Augusta utilities
2760 Peach Orchard Road
(UTILITY OW~ER - NAME AND ADDRESS)
Augusta, GA
30906
I
FOR PER!JdSSloN io CONSTRUCT, OPERATE "ND t',AINTAIN Tr:E FollOh'ING DESCRIBED UTiliii' FACiliTY WITHIN THE PUBLIC RIGHT-OF-WAY OF
ISTATE HIGHWAY
DESCRIPIIDN:
I iron RalV'
~,O .
SR 28
OR COUNTY ROAD NO.
IN
~u?usta - Richmond
COUN iY .
2.44 Meter (96-inch) Steel Tunnel liner and 1.52 M (60-inch) ductile
Water Transmission Main by tunneling method
lOCATION: Crossing sr 28 (Washington Road) ApproKimately 388.80 M (1,275.59 Feet)
East of Mile Marker "8" and 3.585KM
IHE UTILITY FACILITIES COVERED r:EREBY SHALL BE. INSTAllED iN ACCORDANCE WITH THE PLANS ATTACHED HERETO AND MADE A PART HEREDF.
APPLICANT AGREES TO COMPLY ,,'ITH AND BE BOUND BY THE DEPARW,[NT'S UTiliTY .ACCil",",ODf..TION POLICY ~ SHr/DARDS ON FilE IN THE
IENERAL OFFICES OF THE "DEPARHfNT OF TRANSPORTATION, t/,f..OE A PART HEREOF BY REFERENCE, ArID ALL GEh'ERAL PROVISIONS AND SPECIAL
PROVISIONS SHOWN ON THE REVERSE HEREOF, OR ATTACHED HERETO, DURING THE INSTALLATION, OPERATION AND MAINTENANCE OF SAID UTILITY
IACILITIES h'/THIN THE PUBLIC RIGHT-OF-"I~.Y.
t'ER!'d T REQUESTED THIS_DAY OF
. Q
'."
51':
(SIGNUURE)
tlTNESS TO SIGliATURE:
(TYPED NAME)
I
( TI TL E )
IERPrlSSION IS GRA.t/TED FOR THE ABOVE DESCRlcED UTILITY FACILITY ENCROACHl':ENT IN ACCORDMiCE WITH THE PLMIS AND PROVISIONS HEREOF.
THIS PER,/dT IS TO 3E STRIC1LY CONSTRUED AND ~iO WORK OTHER THAN THAT SPECIFICAllY DESCRI3ED ,l.80VE IS HERE3Y ,l.UTHORIZED.
IE RI/: 1 T
GF;AN TED
TH I S
OA l' OF
19___
DEPARTHEIH OF TRANSPORTAT ION
I
31':
IOISTRICT E/"GIt"EE~
DISTRIBUTION AFTER FPRDV~L
NHITE - APPLIC~NT
(To :E COM~LETED 3' DOT DISTRICT OFFICE
D I SiR I C T Ii o.
. COU~T'
YELLOW - DOT GENER~L OFFICE
STUE .~OUiE No.
U. S.
CO.KD.lio.
BL UE - DO T D I SiR leT 0 F F ICE
PROJECT No.
ACT I VE
Ur;DER CONSiR.
!"~R E E N
DOT FIELD INSPECTOR
PERI-'d T !Io.
Addendulll NO.2 - Page 7
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I APPliCATION IS HEREBY MADE TO THE GEORGIA DEPARTMENT OF TRANSPORTATION BY:
I
[
/f
,
,)
....-.,
)
(1982)
DEPARTMENT OF TRANSPORTATION
State of Georgia
Atlanta, Georgia 30334
APPLICATION AND PERMIT FOR UTILITY FACILITY ENCROACHMENT
2760 Peach Orchard Road
(UTILITY O~NER - NAME ~ND ADDRESS)
Auqusta, GA
30906
FOR PERMISSION TO CONSTRUCT, OPERATE AND MAINTAIN THE FOLLOwiNG DESCRIBED UTILITY FACILITY wiTHIN THE PUBLIC RiGHT-OF-WAY OF
I STATE HIGHWAY NO. SR 104 OR COUNTY ROAD NO. IN Augusta - Richmond COUNTY.
I DE S CR \ P T I ON :
valve vaults, valves and related appurtenances
1.52 Meter (60-inch) ductile iron raw water transmission main,
concre
by open cut method
ILDCJ..T ION: eros sing under SR 104 (Ri Verl-.la tch Parkway ) Bridge approximately 43.28 M
I (142 Feet) North of mile marker "3" and 3.22 KM (2 miles) South of 1-20
THE UTILITY FACILITIES COVERED HEREBY SHALL BE INSTALLED iN ACCORDANCE WITH THE PLANS ATTACHED HERETO AND MADE A PART HEREOF.
APPLICANT AGREES TO CDt",PLY wiTH AND BE BOUND BY THE DEPARW.ENTIS Jl.U.lill ACCCM'~ODATION POLICY AND STANDARDS ON FILE IN THE
IGENERAL OFFICES OF THE DEPARTMENT OF TRANSPORTATION, MADE A PART HEREOF BY REFERENCE, AND ALL GENERAL PROVISIONS AND SPECIAL
PROVISIONS SHOh'N ON THE REVERSE HEREOF, OR ATTACHED HERETO, DURING THE INSTAllATION, OPERATION AND MAINTENANCE OF SAID UTiliTY
IFACILITIES WITHIN THE PUBLIC RIGHT-OF-WAY.
PERMIT REQUESTED THIS_DAY OF 19_ BY:
(SIGN~TURE )
Ih1liNESS TO SIGNATURE:
(jyPED N~ME)
I
(TITLE)
IPERlJdSSION IS GRANTED FOR'THE ABOVE DESCRIBED UTiliTY FACiliTY EIICROACHrJ,Elli III ACCORDANCE wiTH THE PLANS AND PROVISIONS HEREOF.
THIS PERt':IT IS TO BE STRICTLY CONSTRUED AND NO WORK OTHER THAN THAT SPECIFICAllY DESCRIBED ABOVE IS HERESY AUTHORIZED.
tERIJoI T GRANTED TH I S DA Y OF 19_
DEPARTMENT OF TRANSPORTATION
I
BY:
(DISTRiCT ENGINEER)
DISTRIBUTION AFTER PPROV~L
~HliE - ApPLIC~NT
(To 2E CCM?LETED BY DOT DISTRICT OFFICE
DISTRICT No.
COUNTY
YELLOW - DOT GENER~L OFFICE
STUE ROUTE No.
U. s.
CO.RD.No.
BLUE - DOT DISTRICT OFFICE
PROJECT No.
ACTIVE
UNOER CONSTR.
~REEN _ DOT FIELD INSPECTOR
PERMI T 110.
Addendu1l1 No.2. Page 8
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Additional Items of Construction to Be Performed If So Required by the Engineer:
STATE UNIT PRICES:
1.
2.
3.
4.
5.
6.
7.
NOTE:
I" Water Service Adjustment, Complete, Each
8" Water Main Adjustment, Complete, Each
Sanitary Sewer Service Replacement, Complete, Each
Asphalt Driveway Replacement, per Sq. Yd.
Overcut Excavation and Removal of Unsuitable Material, and
Clean Stone Bedding, per Ton (Not including normal pipe
bedding)
Sheeting Left in Place, per Board Foot
Imported Select Backfill, per Cu. Yd.
$
$
$
$
$
$
$
F AlLURE TO QUOTE REASONABLE PRICES FOR ADDITIONAL ITEMS
MAY CAUSE THE BID TO BE REJECTED.
Addendum No. I - Page II
Addendum No.2 - Page 16
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MATCH LINE
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Cranston, Robertson & Whitehurst, P.C.
ENGINEERS PLANNERS SURVEYORS
OLD ENGINE COMPA-'IY NO.1 POST OFFICE BOX 2546
452 ELLIS STREET AUGUSTA, GEORGIA 30903.2546
TELEPHONE (706) 722.1588
TELECOPIER (706) 722.8379
I
J. CRAIG CRA.>;'STON, P.E., R.L.S.
THOMAS H. ROBERTSON, P.E., R.L.S.
ELDRIDGE A. WHITEHURST. JR.. P.E.
JAMES B. CRANFORD. JR., P.E.
Agenda for the Pre-Bid Meeting
60 Inch Raw \Vater Transmission Main
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October 12, 1998
1.
Introductions
a. Augusta Utilities Department
b. Program Manager
CH2MHILL
c. Cranston, Robertson & Whitehurst, P.c.
Remarks - Max Hicks, P.f.
Overview of Project
Bidder's Qualifications
Announcement of Involved Utility Companies and Representatives
a. Georgia Power
b. Atlanta Gas Light Company
c. Bell South
d. KMC Telecom
e. AT&T
f. Jones lntercable
g. Knology
h. Augusta Utilities
Rights-of- Way
a. Georgia D.O.T.
b. Augusta Commission
] . Public V.Jorks Inspection
2. Traffic Engineering
c. Off- Road Easements
Golf Courses
a. Augusta Country Club
J. Dates of Construction: May I, 1999 - August 1, 1999
Augusta National Golf Club
1. Dates of Construction: June I, 1999 - September 30, 1999
lVlasters Golf Tournament
Addendum(s)
a. Number I
Review of Project Plans
Questions
Project Site Tour
2.
1:-
..,
J.
4.
).
6.
7.
b.
8.
9.
10.
Il.
12.
JOHN T. ATTAWAY. R.L.S.
WAYNE SWANN. R.L.S.
THOMAS C. ZEASER, P.E.
JOEY R. FLOYD
DWIGHT E. FUNDERBURK, II
JOHN M. HUGG
PATRICK W. HUTTO
KEITH A- LAWRENCE
DENNIS J. WELCH
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ADDENDUM NO.1
FOR
60" RAW WATER TRANSMISSION MAIN
97-280
October 9, 1998
1.
Contract Docwnents and Technical Specifications
A. The Bid Schedule section of the Contract Documents is hereby null and void and
is replaced by the Bid Schedule attached hereto.
B. Section SC, Special Conditions is hereby revised as follows:
I. Item SC-17, Paragraph G is changed by the addition of the following
sentence at the end of the paragraph:
"The cost of the location service for locating any existing utilities on the
Augusta Country Club's property shall be borne by the contractor.
2. Item SC-17, Paragraph J is hereby added:
"J. Augusta Country Club may elect to designate an area on their
property to place excess excavated material. The Contractor is to
coordinate the placement of the material with club personnel."
3. Item SC-18, Paragraph F is hereby added:
"F. Augusta National Golf Club may elect to designate an area on their
property to place excess excavated material. The Contractor is to
coordinate the placement of the material with club personnel."
C. Section TS-4, Excavating, Trenching and Backfilling for Pipe Lines, Paragraph 6,
Subparagraph A is hereby amended and shall read as follows:
"Where necessary existing pavements shall be removed and replaced, the
applicable standards of the State Highway Department or local authority
shall govern this work. Joints shall be sawed, unless joints equally
uniform in the-opinion of the Engineer result from other means. All
pavement repairs shall contain the following compositions where
appropriate:
Riverlook Drive:
2" Type 'E' or 'F' Asphaltic Concrete
Addendum No. I - Page I
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6" Graded Aggregate Base
2" Type 'E' or 'F' Asphaltic Concrete
6" Graded Aggregate Base
Savannah West Apts: 2" Type 'E' or 'F' Asphaltic Concrete
6" Graded Aggregate Base
2" Type 'E' or 'F' Asphaltic Concrete
6" Graded Aggregate Base
11/2" Type 'E' or 'F' Asphaltic Concrete
2" Type 'B' Asphaltic Concrete
4" Asphaltic Concrete
8" Graded Aggregate Base
Monte Sano A venue (North of Walton Way):
8" Portland Cement Concrete-Class A
8" Portland Cement Concrete-Class A
8" Portland Cement Concrete-Class A
2" Type 'E' or 'F' Asphaltic Concrete
Monte Sano Avenue (South of Walton Way):
1112" Type 'E' or 'F' Asphaltic Concrete
2" Type 'B' Asphaltic Concrete
4" Asphaltic Concrete
8" Graded Aggregate Base
McDowell Street (West of Monte Sano Avenue):
2" Type 'E' or 'F' Asphaltic Concrete
6" Graded Aggregate Base
8" Portland Cement Concrete-Class A
Papaya Street:
Allen Street:
Wheeler Road:
Henry Street:
Walton Way:
Highland Avenue:
Where the parent pavement is concrete, the slab surface shall be smoothly
finished flush with the surrounding pavement in accordance with Section
TS-14. Where the parent pavement is asphalt, the concrete slab shall be
raked finished and topped with 1 Ih inch of surface mix asphalt paving
rolled flush with the surrounding pavement. In cases where the pavement
is concrete, the pavement shall be replaced to the nearest joint, unless the
pavement cut crosses the joint then the entire roadway shall be replaced."
D.
Section TS-20, Restoration - Augusta Country Club, is hereby amended as
follows:
1. Paragraph 4, Subparagraph B, Item One is hereby changed to Item Two,
all successive numbers are increased by one, and the new Item 1 shall read
as follows:
"1. The Bunker sand is to be supplied by a reputable company, Golf
Agronomics in Sarasota, Florida, or equal. The criteria for bunker
sand being as follows:
Addendum No. 1 - Page 2
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a. Particle Size. A majority of the particles shall be in the
range of .25- 1.00 rom. Silt and clay shall be less than 3%
since they are associated with surface crusting. 75% of the
particles shall be in the .25 to .50 mm. range.
b. Particle Shape and Pentrometer Value. The sand particle
shall be subangular in shape and have a pentrometer
. reading of 2.4 or greater.
c. Crusting Potential: The potential for spurting shall be
minimal if the sand and clay is less than 3%.
d. . Infiltration Rate. The sand shall drain at a minimum of 20
. inches per hour when new.
e. Color. A pleasing off-white shall be preferred."
2. Paragraph -6., Subparagraph A is hereby changed to read as follows:
"A. GREENS: Approved Bent Grass Sod will be furnished and
installed by the Contractor."
E. The Technical Specifications are hereby revised by the addition of Section TS-21,
Gabions, consisting of 7 pages, attached hereto.
II.
The following changes are hereby made to the plans. Revised drawings are not issued
herewith, as all changes are non-essential to bidding process:
A. Cover Sheet: The east and west directions on the north arrow were reversed to
show the correct orientation.
B.
Sheet 3:
There is no permanent easement through the rear comer of the lot
off of Riverlook Drive, approximately from station 6+ 10 to 6+45.
C. Sheet 5:
1. The easement I ines were removed from extending beyond the Salzman's
property line into the right-of-way at Wilkshire Drive.
2. The temporary construction easement in the Savannah West Apartment
complex was relabeled to read: "Temporary Construction Easement
Varied Width.".
3. The property owner's names were added to the plans where they were
mIssmg.
D. Sheet 9:
1. The stations were added in the plan view.
2. The property owner's names were added where they were missing.
Addendum No.1 - Page 3
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I. E. Sheet 11:
I F. Sheet 12:
I G. Sheet 13:
H. Sheet 17:
I 1. Sheet 29:
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The property owner's names were added where they were missing.
The property owner's names were added where they were missing.
The property owner's names were added where they were missing.
The property owner's names were added where they were missing.
On the pavement cut detail refer to above revision of TS-4 for
materials to be used in paving cuts in lieu of the concrete shown on
the drawing.
Addendum No. I - Page 4
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SECTION P
PROPOSAL
DATE:
Gentlemen:
In compliance with your invitation for bids, the undersigned hereby proposes to furnish
all labor, equipment and materials, and to perform all work for the project referred to herein as:
AUGUSTA WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
in strict accordance with the Contract Documents and in consideration of the amounts shown on
the bid schedule attached hereto and totaling:
, and
1100 Dollars (
)
The undersigned hereby agrees that, upon written acceptance of this bid, he will within
10 days of receipt of such notice execute a formal contract agreement with the Owner, and that
he will provide the bond or guarantees required by the Contract Documents.
The undersigned hereby agrees that, if awarded the contract, he will commence the work
within Ten (lQ) calendar days after the date of the written notice to proceed, and that he will
complete the work within FIVE HUNDRED FORTY ( 540) calendar days after the date of such
notice.
The undersigned acknowledges receipt of the following addenda:
Enclosed is a bid guarantee, consisting of
in the amount
of
Respectfully submitted,
FIRM NAME
BUSINESS ADDRESS
BY:
TITLE:
Addendum No. 1 - Page 5
I
I BID SCHEDULE 60 INCH RAW WATER TRANSMISSION MAIN
I TO ACCOMPANY THE PROPOSAL OF
I BIDDER
I ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
I I STREETS
1. 4" Concrete Sidewalk Replacement
I 625 S.Y. @$ IS.Y. $
2. 24" Concrete Curb & Gutter Replacement
3,250 L.F. @$ /L.F. '$
I 3. 6" Concrete Driveway Replacement
260 S.Y. @$ IS.Y. $
I 4. Pavement Repair (8" Cone. + 2" Asphalt)
206 S.Y. @$ IS.Y. $
5. Pavement Repair (2" Asph. + 6"Graded Aggregate Base)
I 5,304 S.Y. @$ IS.Y. $
6. Pavement Repair (1 W' Type "E" Asph. + 2" Type "B" Asph. +
4" Asph. Base + 8" G.A.B.)
I 2,627 S.Y. @$ IS.Y. $
7. 1 Y2" Asphalt Overlay W/Tack Coat
35,235 S.Y. @$ IS.Y. $
I 8. 8" Concrete Pavement
3,970 S.Y. @$ IS.Y. $
9. 8" Concrete Pavement with Integral Curb
I 3,371 S.Y. @$ IS.Y. $
10. 4" Crusher Run Drive
I 2740 S.Y. @$ IS.Y. $
11. Concrete Dumpster Pad ,
85 ,S.Y. @$ IS.Y. $
I 12. Concrete Golf Cart Path
480 S.Y. @$ IS.Y. $
13. Traffic Signal Actuator Loop Replacement
I 6 EA. @$ lEA. $
14. Double 10' Chain Link. Gate
1 EA. @$" lEA. $
I 15. 6" Concrete Driveway Entrance
20 S.Y. @$ IS.Y. $
16. Saw-Cut & Remove Existing Curb & Gutter
I 29 L.F. @$ /L.F. $
I Addendum No. I - Page 6
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ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE
17.
Relocate Playground Equipment
1 L.S. @
Remove Existing Chain Link Fence
25 L.F. @
/L.F.
/L.S.
18.
Subtotal
II RAW WATER TRANSMISSION MAIN
1. 60" Pressure Class 200 Ductile Iron "Push-On" Joint Pipe
Installed, Complete
17,880 L.F. @ $ /L.F.
2. 60" Pressure Class 200 Ductile Iron Restrained Joint Pipe
Installed, Complete
3,220 L.F. @ $ /L.F.
3 Ductile Iron Restrained Joint Fittings
112,570 LBS. @ $ /LB.
4. Manifold Assembly (Sta. 1 +5 8.14 to Sta. 2+70) Including all
Pipe, Fittings, Valves, Drain Lines, and Concrete Structures
Installed, Complete
L.S. @ $ /L.S.
5. 96"<1> Tunnel, Including 60" Restrained Joint Pipe and Casing
Spacers Installed, Complete
L.S. @ $ /L.S.
6. 60" Butterfly In-Line Valve Including Valve, Pipe, Fittings,
Concrete Vault, and Concrete Thrust Collar Installed, Complete
2 EA. @ $ /EA.
7. Combination Air Valve Including 6'<1> Precast Concrete Manhole
Installed, Complete
4 EA. @$ /EA.
8. AirNacuum Valve Including 6'<1> Precast Concrete Manhole
Installed, Complete
1 EA. @ $ /EA.
9. Air Release Valve Including 4'<1> Precast Concrete Manhole
Installed, Complete
3 EA. @ $ /EA.
10. Connection to 30" C.LP. @ Reservoir Including Valves, Fittings
and Piping Installed, Complete
1 EA. @ $ /EA.
11. Outlet Structure Includirig Valves, Pipe, Fittings, Accessories,
and Concrete Structures Installed, Complete
2 EA. @ $ /EA.
Addendum No. ] - Page 7
$
$
$
$
$
$
$
$
$
$
$
$
$
AMOUNT
$
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I ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
I 12. Manway Including 4'cp Precast Concrete Manhole Installed,
Complete
I 6 EA. @$ /EA. $
13. Manway without manhole
1 EA. @$ /EA. $
I 14. 12" Tap & Gate Valve
2 EA. @$ /EA. $
15. 10" Tap & Gate Valve
I 1 EA. @$ /EA. $
16. 6" Tap & Gate Valve
1 EA. @$ /EA. $
I Subtotal $
I III. WATER DISTRlBUTION
I 1. 8" Water Main, Complete
980 L.F. @$ /L.F. $
2. 6" Water Main, Complete
I 493 L.F. @$ /L.F. $
3. 4" Water Main, Complete
70 L.F. @$ /L.F. $
I 4. 8" Tapping Sleeve & Valve
2 EA. @$ /EA. $
5. 8" Gate Valve
I 1 EA. @$ /EA. $
6. 6" Tapping Sleeve & Valve
1 EA. @$ /EA. $
I 7. 6" Gate Valve
3 EA. @$ /EA. $
8. (5" Water Main Adjustment, Complete
I 3 EA. @$ /EA. $
9. Water Services, New, Complete
I 18 EA. @$ /EA. $
Subtotal $
I IV. STORM SEWER
I 1. 36" Reinforced Concrete Pipe
220 L.F. @$ /L.F. $
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I Addendum No. I - Page 8
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I ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE AMOUNT
I 2. Reconstruct Stormwater Inlet Boxes
3 EA. @$ lEA. $
I Subtotal $
V. SANITARY SEWER
I 1. 8" Sanitary Sewer
735 L.F. @$ /L.F. $
I 2. Sanitary Sewer Manholes (0'-6' cut)
2 EA. @$ lEA. $
3. Sanitary Sewer Manholes (6'-10' cut)
I 1 EA. @$ lEA. $
4. Sanitary Sewer Manholes (10'-14' cut)
3 EA. @$ lEA. $
I 5. 20' - 8" Ductile Iron Sanitary Sewer W/Concrete Encasement
2 EA. @$ lEA. $
I Subtotal $
I VI. PROPERTY RESTORATION
1. Augusta Country Club
I L.S. @$ /L.S. $
2. Permanent Grassing
a. Hydro-Seeding
I 6 AC. @$ /AC. $
b. Sodding
40,000 SF. @$ /SF. $
I 3. Property Restoration
L.S. @$ /L.S. $
I Subtotal $
I VII. MISCELLANEOUS
1. Pump Station, Including Pumps, Controls, Wet Well, Etc.,
I Installed, Complete
1 EA. @$ lEA. $
2. Soil Erosion Control, Including Silt Fences/Barriers, Berms,
I Creek DiversionlRestoration, Ditch Checks, etc.
L.S. @$ /L.S. $
3. Mattress Gabion Bank Stabilization - Rae's Creek
I 600 SY @$ /SY $
I Addendum No. 1 - Page 9
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ITEM NO. DESCRIPTION. QUANTITY. UNIT. AND UNIT PRICE
AMOUNT
4. Clearing & Grubbing
I L.S. @ $ /L.S. $
5. Mobilization
1 L.S. @ $ /L.S. $
6. Traffic Control
1 L.S. @ $ /L.S. $
7. Trench Rock Excavation and Backfill (Not including normal
pipe bedding)
500 c.Y. @ $ IC.Y. $
8. Flowable Fill Backfill for 60" Pipe
680 c.Y. @ $ IC.Y. $
Subtotal $
GRAND TOTAL $
Addendum No. 1 - Page] 0
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Additional Iteins of Construction to Be Performed If So Required by the Engineer:
STATE UNIT PRlCES:
1.
2.
3.
4.
5.
6.
NOTE:
1" Water Service Adjustment, Complete, Each
8" Water Main Adjustment, Complete, Each .
Sanitary Sewer Service Replacement, Complete, Each
Asphalt Driveway Replacement, per Sq. Yd.
Overcut Excavation and Removal of Unsuitable Material, and
Clean Stone Bedding, per Ton (Not including normal pipe
bedding)
Sheeting Left in Place, per Board Foot
$
$
$
$
$
$
F AlLURE TO QUOTE REASONABLE PRlCES FOR ADDITIONAL ITEMS
MAY CAUSE THE BID TO BE REJECTED.
Addendum No. 1 - Page 11
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-1.
-2.
SECTION TS-21
GABIONS
SCOPE:
A. This work shall consist of furnishing, assembling and filling of open wire mesh
baskets with aggregate to form Box, Sack or Mattress Gabions as specified herein
and as shown on the Plans.
MATERIALS:
A. All materials shall meet the requirements of the following Specifications.
1. Aggregate - Aggregates shall conform to the requirements of Section
800.01 of the Georgia Department of Transportation Standard
Specifications Construction of Road and Bridges, Latest Edition.
2. Aggregate sizes shall also conform to the following requirements:
Gabion Type
Minimum
Aggregate Size
Maximum
Aggregate Size
Mattress
Box or Sack
3 inch
4 inch
5 inch
8 inch
3. Filter Fabric - Filter Fabric shall conform to the requirements of Section
881.06 of the Georgia Department of Transportation Standard
Specifications.
4. Gabion Baskets - Box, Sack or Mattress
a. The Box, Sack or Mattress Gabion shall be a flexible zinc coated
(galvanized) gabion of the type and sizes specified herein and on
the Plans and shall be made of wire mesh of the type and size and
selvedges as specified in the following paragraphs.
b. Box Gabions shall be divided by diaphragms into cells whose
length shall not be greater than one and one-half times the width of
the gabion. Box or Sack Gabions shall be fabricated so as to be of
a single unit construction. Base, lids and sides shall be woven into
a single unit and the ends connected to the base section in such a
manner that strength and flexibility of the point of connection is at
least equal to that of the mesh.
c. For Mattress Gabions, the base, sides and two ends of the mattress
shall be made ofa single sheet of wire mesh (main sheet).
Partition panels, made of the same type of wire mesh, shall be
Addendum No. 1 - Page 12
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d.
attached to the base of the main sheetto form pockets of
approximately 3 feet in length into which the mattress is divided.
The lid is formed by.a single sheet.
Sack Gabions shall be made up of a single sheet of mesh supplied
with top and bottom steel bars inserted during the production
phase to facilitate closing during field installation procedures.
Dimensions - Gabions shall have the following Dimensions:
(1) Box Gabion
(a) Nominal Length = 6 feet, 9 feet or 12 feet
(b) Nominal Width = 3 feet
(c) Nominal height = 1 foot, 1 foot 6 inches or 3 feet
(2) Sack Gabion
(a) Nominal Length = 6 feet or 9 feet
(b) Nominal Diameter = 2 feet or 3 feet
(3) Mattress Gabion
(a) Nominal Width = 6 feet
(b) Nominal Length = 9 feet or 12 feet
(c) Nominal Thickness = 6 inches or 9 inches
(4) Due to the nature of construction, a plus or minus 3%
variation in these dimensions will be allowed.
Mesh
(1) The mesh shall be hexagonal woven with the joints formed
by twisting each pair of wires through three half turns and
shall conform to the following nominal sizes:
e.
f.
Gabion Type
Box
Sack
Mattress
Nominal Mesh Size
3-114 x 4-112 inches
2-112 x 3-114 inches
2-112 x 3-114 inches
g.
Wire
(1) Zinc Coatings and Nominal Diameter
(a) The Zinc coating and tensile strength requirements
for all wire used in the fabrication of the gabions
and in the wiring operations during construction
shall be in accordance with the requirements of
ASTM A 641-89, Standard Specification for Zinc-
Coated (Galvanized) Carbon Steel Wire, for
galvanized wire, class 3, finish 5, soft temper, as
measured before fabrication of the netting. The
nominal diameter of the .wire used in the fabrication
of the netting shall be 0.1180 inches for zinc coated
gabions and 0.1063 inches for PVC coated gabions.
The nominal diameter of the wire used in the
fabrication of the netting, lacing wire and selvedges
Addendum No. 1 - Page 13
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(4)
and the mirumum weight of zinc coating, (when
tested in accordance with ASTM A90-81) shall be
as follows:
(i) Box Gabions
Nominal Diameter of Wire
Minimum
Weight of Coating
0.70 ozs.lsq. ft.
0.85 ozs.lsq. ft.
0.90 ozs.lsq. ft.
0.0866 inches
0.120 inches
0.1535 inches
lacing wire
mesh
selvedge
(ii) Sack or Mattress Gabions
Nominal Diameter of Wire
Minimum
Weight of Coating
0.70 ozs.lsq. ft.
0.80 ozs.lsq. ft.
0.0866 inches
0.1063 inches
lacing wire
mesh
(2)
(iii) The adhesion of the zinc coating to all wire shall be
such that, when wrapped around a mandrel in
accordance with ASTM A 641-89, the zinc coating
will not crack or flake to such an extent that any
zinc can be removed by rubbing with the bare
fingers.
Elongation of Wire
(a) Elongation tests shall be made on the wire before
fabrication of the gabions. The sample size shall be
at least twelve inches long. Elongation shall not be
less than 12%, in accordance with the requirements
of ASTM A 370-92, Standard Test methods and
Definitions for Mechanical Testing of Steel
Products.
.Lacing Wire
(a) Sufficient lacing and connecting wire shall be
supplied with the gabions for all wiring operations
carried out in the construction of the gabion work.
The nominal diameter of lacing wire shall be
0.0866 inches. it shall be PYC coated when used
with PYC coated gabions and shall comply to the
same specification as the wire used in the mesh.
Fasteners
(a) Rings may be used for initial assembly of gabions.
Rings shall be supplied with the same zinc coating
as the mesh and the wire diameter of the rings shall
be the same as the mesh. The wire used for the
rings shall be coated in accordance with ASTM A
(3)
. Addendwn No. I - Page 14
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641-89. The Coating weight shall be per ASTM A
90-81, also ASTM A 764, Class II, Type III.
Tensile strength to be determined as per ASTM E
8IMTP 2004. Spacing of the fasteners shall not
exceed six (6) inches for Box Gabions and four (4)
inches for Sack or mattress Gabions. Rings utilized
in conjunction with PVC coated gabions shall be
stainless steel.
(5) Selvedges
(a) All edges of the gabions including end-panels and
diaphragms, shall be mechanically selvedged in
such a way as to prevent unraveling of the mesh and
to develop the full strength of the mesh. The wire
used for the selvedge shall have a diameter greater
than that of the wire to form the mesh.
(6) P.V.c. Coating
(a) Where PVC coated gabions are called for all wire
used in the fabrication and in the wiring operations
during construction shall, after zinc coating have
extruded onto it a coating of poly vinyl chloride,
otherwise referred to as "P.V.C.". The coating shall
be grey in color of nominal thickness 0.02165
inches and shall nowhere be less than 0.015 inches
in thickness. It shall be capable of resisting
deleterious effects of natural weather exposure,
immersion in salt water and shall not show any
material difference in its initial characteristics
which are:
(b) Initial Properties of PVC Used.in Coating
(i) Specific Gravity. Shall be 1.30 to 1.35 kglDm3, in
accordance with ASTM D 2287-81, Table 1 when
tested as specified in ASTM D 792-66 (79).
(ii) Durometer Hardness. Shall be 50 to 60 Shore D, in
accordance with ASTM D 2287-81, Table 1 when
tested as spe~ified in ASTM D 2240-81 (ISO 868
1976).
(iii) Volatile Loss. At 105 oc for 24 hours = shall not be
higher than 2%. At 1050C for 240 hours = shall
not be higher than 6% in accordance with ASTM D
2287-81 when tested as specified in ASTM D 1203-
67 (81) (ISO 176-1976).
(iv) Tensile Strength. Shall not be less than 210 Kg/cm2
in accordance with ASTM D 412-83.
(v) Elongation. Shall not be less than 200% nor higher
than 2800 in accordance with ASTM D2287-81
when tested as specified in ASTM D412-83.
Addendum No. J - Page J 5
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I (vi) Modulus of Elasticity at 100% of Elongation. Shall
not be less than 190 KG/cm2 when tested as
I specified in ASTM D 412-83
( vii) Resistance to Abrasion. The loss of weight shall
not be more than 0.19 g in accordance with ASTM
I D 1242-56 (81).
( viii) Brittleness Temperature. Cold bend temperature =
shall not be higher than -30oC in accordance with
I BSS 2782-104A (1970). Cold flex temperature =
shall not be higher than + 150 C in accordance with
I BSS 2782-150B (1976).
(ix) Creeping Corrosion. Maximum penetration of
corrosion of the wire core from a square cut end
I shall be 25 mrn when the specimen has been
immersed for 2000 hours in a 50% SOLUTION
HCl (hydrochloric acid 12 Be).
I (c) Variation of the initial properties will be allowed, as
specified hereunder, when the specimen is
submitted to the following accelerated aging tests:
I (i) Salt Spray Test. According to ASTM B 117-73
(79)Period test - 1500 hours.
(ii) Exposure to Ultraviolet Rays. According to ASTM
I D 1499-64 (77) and ASTM G 23-81 using
apparatus type E or as otherwise approved. Period
I of test = 2000 hours at 63 oC or as otherwise agreed
(iii) Exposure at High Temperature. According to
ASTM D 1203-67 (81), (ISO 176-1976), and
I ASTM D 2287-81. Period of test = 240 hours at
1050C
(d) After the above tests have been performed the
I P.V.C. compoUnd shall show the following
properties:
(i) Appearance of Coated Mesh. The vinyl coating
I shall not crack, blister or split and shall not show
any remarkable change in color.
(ii) - Specific Gravity. Shall not show change higher
I than 6% of its initial value.
(iii) Durometer Hardness. Shall not show change higher
than 10% of its initial value.
R (iv) Tensile Strength. Shall not show change higher
than 25% of its initial value.
D (v) Elongation. Shall not show change higher than
25% of its initial value.
(vi) Modulus of Elasticity. Shall not show change
I higher than 25% of its initial value.
I Addendum No. I - Page 16
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-3.
(vii) Resistance to Abrasion. Shall not show change of
more than 10% of its initial value.
(viii) Brittleness Temperature. Cold Bend Temperature =
Shall not be higher than -20oe. Cold Flex
Temperature = Shall not be higher than + 18 oe.
CONSTRUCTION:
A. The work shall be constructed in accordance with the Plans and the following
requirements:
1. Excavation. Excavate as required to place the baskets. Remove
unsuitable material below the bottom of baskets and replace with
acceptable material. Thoroughly compact the entire foundation and finish
to a firm, even surface, free of vegetation, large stones, and other debris,
with depressions filled. Dispose of unsuitable or excess material.
2. Placement of Plastic Filter Fabric. The woven plastic filter fabric shall be
placed in the manner and at the locations indicated on the Plans. The
surface to receive fabric shall be prepared to a relatively smooth condition
free from 'obstructions, depressions, and debris. The fabric shall be placed
with the long dimension running up the slope and shall be placed to
provide a minimum number of overlaps. The strips shall be placed to
provide a minimum width of 1 foot of overlap for each joint. The filter
fabric shall be anchored in place with securing pins of the type
recommended by the fabric manufacturer. Pins shall be placed on or
within 3 inches of the centerline of the overlap. The fabric shall be placed
so that the upstream strip will overlap the downstream strip. The fabric
shall be placed loosely so as to give and therefore avoid stretching and
tearing during placement of the stones. The fabric shall be protected at all
times during construction from clogging due to clay, silts, chemicals, or
other contaminants. Any contaminated fabric shall be removed and
replaced with uncontaminated fabric at no expense to the Owner. Any
fabric damaged during its installation or during placement of gabions shall
be replaced by the Contractor at no additional cost.
3. Gabions. Assemble each gabion by binding the vertical edges together
with lacing wire or ring fasteners. The lacing wire procedure consists of
cutting a length oflacing wire approximately 1-1/2 times the distance to
be laced, securing one end of the wire at the comer by looping and
twisting, alternately lacing with single and double loops every other mesh
opening at intervals of not more than six (6) inches for Box Gabions and
four (4) inches for Sack and Mattress Gabions, and securing the other end
of the wire to selvedges by looping and twisting.
. Addendum No. 1 - Page 17
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-4.
a. Fill the gabion with the specified aggregate. When filling baskets,
use a standard fence stretcher, chain fall, tie wires, or iron rod to
stretch the baskets and to maintain alignment. Carefully place
aggregates in the baskets, making sure the sheathing is not broken
or damaged. After a basket has been filled, bend the lid over until
it meets the sides and edges. Secure the lid to the sides, ends and
diaphragms, using lacing wire or fasteners in the manner specified
for assembling.
MEASUREMENT AND PAYMENT:
A. Riprap shall be incidental to the Gabions slope stabilization and no separate
payment will be made therefor.
Addendum No. I - Page 18
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8
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PROJECT MANUAL
FOR
AUGUSTA UTILITIES WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
Augusta, Georgia
. Prepared for
AUGUSTA UTILITIES
Prepared by
Cranston, Robertson & Whitehurst, P.C.
ENGINEERS - PLANNERS - SURVEYORS
452 Ellis Street - P.O. Box 2546
. Augusta, Georgia 30903
August 21,1998
97-280
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PROJECT MANuAL
FOR
AUGUSTA UTILITIES WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
Augusta, Georgia
AUGUSTA COMMISSION
The Honorable Larry Sconyers
Mayor
Lee Beard
Ulmer Bridges
Henry H. Brigham
Jerry Brigham
Freddie Lee Handy
Bill Kuhlke, Jr.
William H. Mays, III
James B. Powell
Steve Shepard
Moses Todd
. Charles R. Oliver
Administrator
Max Hicks, P.E.
Director of Utilities
Prepared by
Cranston, Robertson & Whitehurst, P.C.
ENGINEERS - PLANNERS - SURVEYORS
452 Eilis Street - P.O. Box 2546
A ugusta, Georgia 30903
September 11, 1998
97-280
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TABLE OF CONTENTS
SECTION TITLE
NO. OF PAGES
1
4
2
6
1
4
1
5
I Invitation for Bids
IB Instr"uctions to Bidder"s
BB Bid Bond
P Proposal
CA Cer.tificate of Owner"'s Attorney
A Agreement
NA Notice of Award
PB Performance and Payment Bonds
GC General Conditions
SC Special Conditions
TS Technical Specifications
Appendix A - Subsurface Investigation Report
26
12
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INVITATION FOR BIDS
Sealed proposals will be received by the Augusta Commission at the Purchasing Department,
Room 60S, Municipal Building, Augusta, Georgia 30901; until 3:00 p.m. on October 29.1998. and
at that,time and place publicly opened for furnishing all materials, labor, machinery, etc. necessary
to install approximately 21,250 feet of 60 inch ductile iron raw water transmission main and related
appurtenances referred to herein as:
BID ITEM 98-180 AUGUSTA UTILITIES WATER SYSTEM IMPROVEMENTS
60 INCH RA \V WATER TRANSMISSION MAIN
in accordance with the plans and specifications herewith.
Plans and specifications are open to public inspection at the offices of the Purchasing
Department, of Cranston, Robertson & Whitehurst, P.e., 452 Ellis Street, Augusta, Georgia 30901,
the Augusta Utilities Department, 2760 Peach Orchard Road, Augusta, Georgia; the F.W. Dodge
Division Plan Room, Augusta, Georgia; and the Augusta Builders Exchange, Augusta, Georgia.
Plans and specifications for bidding purposes may be obtained from the office of Cranston,
Robertson & Whitehurst, P.e. upon payment of Two Hundred Fifty and 00/100 Dollars ($250.00)
(non-refundable) for each set of documents issued.
A mandatory Pre-bid Conference will be held on Monday, October 12, 1998, at 9:00 a.m. in
the Commission Chamber at the Augllsta Municipal Building. Each bidder must furnish a Financial,
Experience and Equipment Statement at or prior to the pre-bid conference, including specialized
experience with constructing pipelines larger than 42 inches in diameter.
Bids must be accompanied by a Certified Check or Bid Bond in an amount equal to Ten
Percent (10%) of the Total Bid Price. No bid may be withdrawn for a period of thirty (30) days after
the closing time scheduled for the receipt of bids. Performance and payment bonds in the amount
of 100% of the contract price will be required.
Address all bids to Geri Sams, Purchasing Department, Room 605, Municipal Building,
Augusta, Georgia, 30901, marking the envelope:
AUGUSTA UTll.-ITIES WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
The Augusta Commission reserves the right to reject any and all bids.
Advertised in:
The Augusta Chronicle - September 18, 22, 28 and October 6
Metro Courier - September 23.
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SECTION ill
INSTRUCTION TO BIDDERS
ill-I. -GENERAL:
A. All proposals must be presented in a sealed envelope, addressed to the Owner. The
proposal must be filed with the Owner on or before the time stated in the Invitation
for Bids. Mailed proposals will be treated in every respect as though filed in person
and will be subject to the same requirements.
B. Proposals received subsequent to the time stated will be returned unopened. Prior
to the time stated any proposal may be withdrawn at the discretion of the bidder, but
no proposal may be withdrawn for a period of thirty (30) days after bids have been
opened, pending the execution of a contract with the successful bidder.
ill-2. BID DEPOSIT:
A. Each proposal shall be accompanied by a deposit of cash or certified check for ten
percent (I 0%) of the amount of the proposal, and any proposal not accompanied
by such deposit shall be absolutely void and will not be considered. Checks shall
be drawn on a bank or trust company insured by the Federal Deposit Insurance
Corporation and shall be payable to the order of the Owner. The successful bidder,
upon his failure or refusal to execute and deliver the contract and bonds required
within (10) days after he has received notice of the acceptance of his bid, shall forfeit
to the Owner, as liquidated damages for such failure or refusal, the security deposited
with his bid.
B. In lieu of the bid deposit required herein, the bidder may execute a bid bond for the
same amount. Surety shall meet all requirements relating to performance bond
required in Paragraph IE-OS.
ill-3. EXAMINATION OF WORK:
A. Each bidder shall, by careful examination, satisfy himself as to the nature and
location of the work, the c<?nformation of the ground, the character, quality and
quantity of the facilities needed preliminary to and during the execution of the work,
the general and local conditions, and all other matters which can in any way affect
the work or the cost thereof under the contract. No verbal agreement or conversation
with any officer, agent.oremployee of the Owner, either before or after the execution
of the contract, shall affect or modify any of the terms or obligations therein.
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IB-4. SPECIAL BIDDING REOUIREMENTS:
A. PRE-BID CONFERENCE: A mandatory Pre-Bid Conference will be held on
Monday, October 12, 1998 at 9:00 a.m. in the Commission Chamber at the Augusta
Municipal Building. Due to the nature of the work involved in this contract and the
large number of agencies involved, it is imperative that a representative from each
firm bidding on this work be present. Each prospective bidder must present the
required Financial,. Experience and Equipment Statement at this conference. This
conference will provide the only opportunity for bidders to view various private lands
across which this utility is to be constructed. The conference will also provide an
open forum for discussion between the Owner, Project Engineer, Bidders, Material
Suppliers and Utility Representatives. A record of discussions will be prepared and
sent to each party in attendance.
ill-5. ADDENDA AND INTERPRETATIONS:
A. No interpretation of the meaning of the plans, specifications or other pre-bid
documents will be made to any bidder orally.
B. Every request for such interpretation should be in writing addres.sed to CRANSTON,
ROBERTSON & WHITEHURST, P.C., P. O. Box 2546, Augusta, Georgia 30903
and to be given consideration must be received at least five days prior to the date
fixed for the opening of bids. Any and all such interpretations and any supplemental
instructions will be in the form of written addenda to the specifications which, if
issued, will be sent by certified mail with return receipt requested to all prospective
bidders at the respective addresses furnished for such purpose, not later than three
days prior to the date fixed for the opening of bids. Failure of any bidder to receive
any such addendum or interpretation shall not relieve such bidder from any obligation
under his bid as submitted. All addenda so issued shall become part of the Contract
Documents.
ffi-6. PREPARATION OF BIDS:
A. Bids shall be submitted on the forms provided and must be signed by the bidder or
his authorized representative. Any corrections to entries made on bid forms shall be
initialed by the person signing the bid.
. B. Bidders must quote on all items appearing on the bid forms, unless specific directions
in the advertisement, on the bid form, or in the special conditions allow for partial
bids. Failure to quote onall items may disqualify the bid. When quotations on all
items are not required, bidders shall insert the words "No Bid" where appropriate.
C. Alternate bids will not be considered unless specifically called for.
D. Telegraphic bids will not be considered. Modifications to bids already submitted will
be allowed if submitted by telegraph prior to the time fixed in the Invitation for Bids.
IB-2
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Modifications shall be submitted as such, and shall not reveal the total amount of
either the original or revised bids.
E. Bids by wholly owned proprietorships or partnerships will be signed by all owners.
Bids of corporations will be signed by an officer of the firm and his signature attested
by the secretary thereof who will affix the corporate seal to the Proposal.
ill-7. BASIS OF A WARD:
A. The bids will be compared on the basis of a lump sum price which will include and
cover the furnishing of all materials and the performance of all labor requisite or
proper, and completing of all the work called for under the accompanying contract,
and in the manner set forth and described in the specifications.
B. Where estimated quantities are included in certain items of the proposal, they are for
the purpose of comparing bids. While they are believed to be close approximations,
they are not guaranteed, and settlement will be made for such items upon the basis
ofthe work as actually executed at the unit prices in the proposal as accepted. In case
of error in the extension of prices in a proposal, unit bid prices shall govern.
ill-S. BIDDER'S OUALIFICA TIONS:
A. No proposal will be received from any bidder unless he can present satisfactory
evidence that he is skilled in work of a similar nature to that covered by the Contract
and has sufficient assets to meet all obligations to be incurred in carrying out the
work. He shall submit at or prior to the Pre-Bid Conference, sealed in an
envelope, a FINANCIAL, EXPERIENCE AND EQUIPMENT STATEMENT,
giving reliable information as to working capital available, plant, equipment,
and his experience and general qualifications, including specialized experience
with constructing pipelines larger than 42 inches in size. The Owner will make
such investigations as are deemed necessary to determine the ability of the bidder to
perform the work and the bidder shall furnish to him all such additional information
and data for this purpose as may be requested. The Owner reserves the right to reject
any bid if the evidence submitted by the bidder, or investigation of him fails to satisfy
the Owner that such bidder is properly qualified to carry out the obligations of the
Contract and to complete the work contemplated therein. Part of the evidence
required above shall consist of a list of the names and addresses of not less than five
(5) firms, governments, or corporations for which the bidder has done similar work.
ill-9. PERFORMANCE AND PA n1ENT BONDS:
A. At the time of entering into the Contract, the Contractor shall give a performance
bond and a labor and material payment bond to the Owner for the use of the Owner
and all persons doing work or furnishing skill, tools, machinery or materials under
or for the purpose of sllch Contract, conditional for the payment as they become due,
of all just claims for such work, tools, machinery, skill and materials, for the
ffi-3
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completion of the Contract according to its terms, for saving the Owner harmless
from all costs and charges that may accrue on account of the doing of the work
specified, and for the compliance with the laws appertaining thereto. Said bonds
shall be for the amount of the contract price. The surety must be a substantial surety
company satisfactory to the Owner and authorized by law to do business in the state
in which the work is located.
B. Attorneys-in-fact who sign bonds must file with each copy thereof a certified and
effectively dated copy of their powers of attorney.
ill-lO. REJECTION OF BIDS:
A. These proposals are asked for in good faith, and awards will be made as soon as
practicable, provided satisfactory bids are received. The right is reserved, however,
to waive informalities in bidding, to reject any or all proposals, or to accept a bid
other than the lowest submitted if such action is deemed to be in the best interest of
the Owner.
ID-4
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BID BOND
K1'JOW ALL BY THESE PRESENTS, That we, Chandler Utility Contractors, Inc.
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of Ninety Six, South Carolina
(hereinafter called the Principal),
as Principal, and Safeco Insurance Company of America
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(hereinafter called the Surety), as Surety are held and finnly bound unto City of Augusta Commission, Augusta, Georiga .
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(hereinafter called the Obligee) in the penal sum of 10% of Bid Amount - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Dollars ($ 10% of Bid Amount )
for the payment of which the Principal and the Surety bind themselves, their heirs, executors, administrators, successors and assigns,
jointly and severally, firmly by these presents.
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THE C;ONDITION OF THJS OBLIGATION IS SUCH, That WHEREAS, the Principal has submitted or is about to submit a proposal
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to the Obligee on a contract for Augusta Utilities Water System Improvements - 60" Raw Water Transmission Main
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NOW, THEREFORE, If the said Contract be timely awarded to the Principal and the Principal shall, within such time as may be
specified, enter into the Contract in writing, and give bond, if bond is required, with surety acceptable to the Obligee for the faitl1ful
performance of the said Contract, tllen tllis obligation shall be void; otherwise to remain in full force and effect.
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day of
October
1998
Witness
{ Cha;[tility Contractors
President
,/
(Seal)
Principal
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Title
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,(foJ&.. L 4'~
. CJ
'Witness
Safeco Insurance Company of America
{ By D Ho (?J. ~()( jQ
Della B. Case Attorney-ill-Fact
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I S-0053/GEEF 7/98
I[$]
SAflECO@
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KNOW ALL BY THESE PRESENTS:
that SAFECO INSURANCE COMPANY OF AMERICA, a Washington corporation. does hereby appoint
******~***FRANK W. HAFNER, JR.; JANE McCOY; CAROLYN D. OWENS; DELLA B. CASE; ROBERT J. LAVISKY
W. SCOTT HULL; ALFRED T. JOHNSON; DERELLE E. BIGBY; Columbia. South CarolinallUllllllllllllUUllUU
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its true and lawful attorney(s)-in-fact, with full authority to execute on behalf of the company fidelity and surety bonds or undertakings
and other documents of a similar character issued by the company in the course of its business, and to bind SAFECO INSURANCE
IOMPANY OF AMERICA thereby as fully as if such instruments had been duly executed by its regularly elected officers at its home
ffice.
POWER
OF A TIORNEY
SAFE CO INSURANCE COMPANY OF AMERICA
HOME OFFICE: SAFECO PLAZA
SEATTLE, WASHINGTON ,98185
No. 6744
f
WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA has executed and attested these presents
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this
30th
day of
November
1993
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~- '";'"
.;.:--."
....,~
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CERTIFICATE
I Extract from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA:
Article V. Section 13. - FIDELITY AND SURETY BONDS . . . the President, any Vice President, the Secretary. and any Assistant Vice
President appointed for that purpose by the officer in charge of surety operations, shall each have authority to appoint individuals as
ItOrneys-in-fact or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and
ther documents of similar character issued by the company in the course of its business . . . On any instrument making or evidencing
uch appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond or undertaking
of the company. the seal, or a facsimile thereof, may be impressed or affixed or in any other manner reproduced; provided, however.
,at the seal shall not be necessary to the validity of any such instrument or undertaking."
Extract from a Resolution of the Board of Directors of
SAFECO INSURANCE COMPANY OF AMERICA adopted July 28, 1970.
rn any certificate executed by the Secretary or an assistant secretary of the Company setting out,
m The provisions of Article V, Section 13 of the By-,L-aws, and
lij) A copy of the power-of-attorney appointment, executed pursuant thereto, and
(jjj) Certifying that said power-of-attorney appointment is in full force and effect.
fe signature of the certifying officer may be by facsimile, and :the seal of the Company may be a facsimile thereof."
. R. A. Pierson. Secretary of SAFECO INSURANCE COMPANY OF AMERICA, do hereby certify that the foregoing extracts of the
By-Laws and of a Resolution of the Board of Directors of this corporation. and of a Power of Attorney issued pursuant thereto, are
lueh and. correct. and that both the By-Laws. the Resolution and the Power of Attorney are still in full force and effect
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corporu~ion
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this
[:(J I,LL
day of
(Xl Lo ~;{J J/
19 CfC6 .
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./;:;;Z~:.>,.
. j ...
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.~.__:.::,~-
11300/EP 1/93
...... ::. ,':. ~ - ""'..~ /
"'---.~ ..-,.'-
@ Registered trademark of SAFECO Corporation.
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SECTION.P
PROPOSAL
DATE: October 29. 1998
Gentlemen:
In compliance with your invitation for bids, the undersigned hereby proposes to furnish
all labor, equipment and materials, and to perform all work for the project referred to herein as:
AUGUSTA \V A TER SYSTEM lJvfPROVEMENTS
60 INCH RA\V WATER TRANSMISSION 1v1AlN
in strict accordance with the Contract Documents and in consideration of the amounts shown on .
the bid schedule attached hereto and totaling:
wD ~v",-j..LI .
, and JJ () 11 00 Dollars (
+1'1/2- h-u;1. . f.,J
/
9 :LV"] ~/J.. 00 )
-' /
.j' P, 1/.0 VL 1-<<? .p 11_
The undersigned he~eby agrees that, upon written acceptance of this bid, he will within
10 days of receipt of such notice execute a formal contract agreement \\~th the OVvl1er, and that
he will provide the bond or guarantees required by the Contract Documents.
The undersigned hereby agrees that, if awarded the contract, he will commence the work
Vvithin Ten (lQ) calendar days after the date of the \vritten notice to proceed, and that he ,,,,,ill
complete the work Vvithin FIVE HUNTIRED FORTY ( 540) calendar days after the date of such
notice.
The undersigned acknowledges receipt of the following addenda: No. 0 ne 9 Oc t. 98,
No. Two 15 Oct.98. No. Three 21 Oct. 9R, No FOllr?h Oct Qg
Enclosed is a bid guarantee, consisting of 10 %
in the amount
of
Respectfully submitted,
Inc.
29666
1511 Ninet
Addendum No.3. Page 5
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BID SCHEDULE
60 INCH RAW WATER TRANSMlSSION MiuN
TO ACCOMPANY THE PROPOSAL OF
. BIDDER
Chandler Utilitv Contractors. Inc.
1511 Ninety Six Highw8Y
Ninety Six, South Carolina 29666
ITEM NO. DESCRIPTION, QUANTITY, UNIT, At'ID UNIT PRICE AlYIOUNT
I STREETS
I. 4" Concrete Sidewalk Replacement
625 S.Y. @S 2lB~ IS.Y. s /?: SOO~
2. 24" Concrete Curb & Gutter Replacement
3,250 L.F. @S //s:! /L.F. s ~~..375eP
3. 6" Concrete Driveway.Replacement
260 S.Y. @S Jh~ IS.Y. S ~..3M/5'
4. Pavement Repair (8" Cone. + 2"0halt) ;:;; t7tJ ~
206 . S.Y. @ S J!!Z IS.Y. S
5. Pavement Repair (2" Asph. + 6" Graded Aggregate Base) ~-;J~ ~
5,304 S.Y. @S 6" IS.Y. S
6. Pavement Repair (11/2" Type "E" Asph. + 2" Type "B" Asph. +
4" Asph. Base + 8" G.A.B.) J3.Ef' 6'~6r'/~
2,627 S.Y. @S IS.Y. S
7. 11/2" Asphalt Ov'erlay wrrac~at /~~~
35,235 S.Y. @ S. ~" IS.Y. S
8. 8" Concrete Pavement L3~ ~tJ /;//~55'
3,970 S.Y. @S IS.Y. S
9. 8" Concrete Pavement.\vith InZ~Curb
3,371 S.Y. @ S - IS.Y. S /#$~~
10. 4" Crusher Run Drive .o?~
2740 S.Y. @S.. IS.Y. S ~1/(p6 ~
II. Concrete Dumpster Pad ~6~
85 S.Y. @S IS.Y. $ c5(., /;:15 ~
12. ,. Traffic Signal Actuator Loop Replacement
6 EA. @ S ~a ~ . rEA. S Q5SO~
13. Double 10' Chain Link Gate
1 EA. @S r35o~ rEA. S l gso -
14. 6" Concrete Driveway Entrance
J 4' IS.Y. $ .?G?O~
20 S.Y. @ $ (0-
15. Saw-Cut & Remove Existing Curb & Gutter
29 L.F. @S 6~ /L.F. $ t5l~r5? (N
16. Relocate Playground Equipment
~ ~<? /L.S. $ b?C/OO~
1 L.S. @ ~CJO -
Addendum No.3. Page 6
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ITEM NO. DESCRIPTION, QUAt'lTITY, UNIT, AtVD UNIT PRICE
17.
II
1.
2.
3
4.
5.
6.
7.
8.
9.
10.
11.
12.
Remove Existing Cham Link Fence
25 L.F. @ r5(.() d
/L.F.
Subtotal
RA W WATER TRANSlvITSSION MAIN
60" Pressure Class 200 Ductile Iron "Push-On" Joint Pipe
Installed, Complete
17,780 L.F. @ S 1/ ~? ' /L.F.
60" Pressure Class 200 Ductile Iron Restrained Joint Pipe
Installed, Complete 6 d
3,520 L.F.' @ S '3 ,~6 ,-- /L.F.
Ductile Iron Restrained Joint Fittings
126,580 LBS. @ S W ~ /LB.
Manifold Assembly (Sta. 1+58.14 to Sta. 2+70) Including all
Pipe, Fittings, Valves, Drain Lines, and Concrete Structures
Installed, Complete
L.S. @ S ~7gl3:7~ /L.S.
96"~ Tlli1llel, Including 60" Restrained Joint Pipe and Casing
Spacers Installed, Complete
L.S. @ S CJCOO~ /L.S.,
60" Butterfly In-Line Va ve Including Valve, Pipe, Fittings,
Concrete Vault, and Concrete Thrust Collar Installed, Complete
2 EA. @ S 60. OOO~ /EA.
Combination Air Valve Including 6'~ Precast Concrete Manhole
Installed, Complete .
4 EA. @ s/c9 tJOO~ /EA.
AirNacuum Valve Including 6'4> Precast Concrete Manhole
Installed, Complete
1 EA. @ S ~tJOO ~ /EA.
Air Release Valve Including 4'~ Precast Concrete Manhole
Installed., Complete
,. 3 EA. @ S ~oo,y /EA.
Connection to 30" C.LP. @ eservoir Including Valves, Fittings
and Piping Installed, Complete
1 EA. . @ s5/SZS.f?:} /EA.
Outlet Structure Including Valves, Pipe, Fittings, Accessories,
and Concrete Structures Installed, Complete
2 EA. @ $ ~,~~ /EA.
Manway Including 4'~ Precast Concrete Manhole Installed,
Complete
6 EA. @ S ~ &x::v::2 /EA.
Addendum No.3 - Page 7
Alvl0UNT
S ..:SOOd
s &5d./$B?
S };Y7(, 0'510 ~
/
$ ), Ii- ) LJ}O ~
. /
$ %9:~a7
s &~;;:c71gy~
s 4~Cloc)~
S /V'a~~
s .se 0:00/
$ /40COg'/
$ ~#t1(J ~
$ 6/6269?
s 25~cf?/o~
$ 6/~~
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I ITEM NO. DESCRIPTION. QUAiVTITY. UNIT.Ai"ID UNIT PRICE AMOUNT
I 13. Manway without manhole <?CkXJ~
1 EA. @S 7'az:;, oe. lEA. S
14. 12" Tap & Gate Valve
I 2 EA. @S ~..,...!! lEA. S ,?",~Ocy
15. 10" Tap & Gate Valve
1 EA. @S 3~CJO- lEA. S 8~~
I 16. 6" Tap & Gate Valve
1 EA. @S I. -=)/CO::. /EA. S \. :3/m~
17. Polyethylene Encasement 0-2
I 890 L.F. @ IL.F. S "" -5'//50$
I Subtotal $ '7,1~3 07; ~
,/ /
III. WATER DISTRIBUTION
I 1. 8" Water Main, Complete ~?~~
980 L.F. @S <30~ IL.F. S
I 2. 6" Water Main, Complete ~~ /t3~~~
493 L.F. @S IL.F. S
3. 4" Water Main, Complete
I 70 L.F. @S cG70 ~ IL.F. S /8b?CJ~
4. 8" Tapping Sleeve & Valve
2 EA. @S cf?c5oo ~ /EA. S 0000 os:'
I 5. 8" Gate Valve
c?' o;;e; ~
1 EA. @S ~o- /EA. S
I 6. 6" Tapping Sleeve & Valve
1 EA. @ S c52h?oo ~ lEA. S c2:2co ~
7. 6" Gate Valve ~~
I 3 EA. @S /EA. S /c?~o ~
8. 6" Water Main Adjustment, Complete
3 EA. @S 6.5ro~ /EA. s 4~ 5a? qg
I 9. Water Services, New, Complete
18 EA. @S . 600 e?~ /EA. S 5? c;oV -:.9
.
I - Subtotal $ ~~~
IV.. STORM SEWER
I 1. 36" Reinforced Concrete Pipe
I 220 L.F. @S.. ~g? IL.F. S L3.JZCO ~
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ITEM NO. DESCRIPTION. QUAJVfITY. UNTI. AJ'ffi ~rrr"PRICE
AIVI0 UNT
2.
Reconstruct Stormwater Inlet Boxes
3 EA. @ $ S~c::o~.!'
lEA.
Subtotal
s //7mt2!'
s ~~;?4:?e?P.
V. SANITARY SEWER
1. 8" Sanitary Sewer
735 L.F. @ S ~ ~~ IL.F.
2. Sanitary Sewer Manholes (0'-6' cut)
2 EA. @ S ~Cb::= lEA.
3. Sanitary Sewer Manholes (6'-10' cut)
1 EA. @ S &~- lEA.
4. Sanitary Sewer Manholes (10'-14' cut)
3 EA. @ S dsoo"'" lEA.
5. 20' - 8" Ductile Iron Sanitary Sewer W/Concrete Encasement
2 EA. @ S g~o~ lEA.
S //~a/
s ~ 5.CJOO -
$ ;:;;::b ai? ~
S '/CJe:t? qz
,y
Subtotal
S ~ ~<9
S ~~OO 0?
VI. PROPERTY RESTORATION
1. Augusta Country Club
L.S.- @ S
2. Pennanent Grassing
a. Hydro-Seeding
6 AC. @ S
b. Sodding
40,000 SF. @ S
3. Property Restoration
.L.S. @ S
~Z:;,59002 !L.S. . S 0~59cJ&
/9'/8 - lAC. S flS"ct5~
~ ISF. S c?6 000 q!/
/c?.s:c:oO~ /L.S. S /050c0 ~
Subtotal S 6/~098~
VII. MISCELLANEOUS
1. Pump Station, Including Pumps, Controls, Wet Well, Etc.,
InstallecL Complete , /
1 EA. @ S /<7{a;AO ~ lEA.
s //ClC?O~
Addendum No.3 - Page 9
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ITEM NO. DESCRIPTION. QUAl"'lITY. UNIT. A~T}) UNIT PRICE
AJv[OUNT
2.
Soil Erosion Control, Including Silt FenceslBarriers, Berms,
Creek Diversion/Restoration, Ditch Checks, etc.
L.S. @ S ~az;~ /L.S.
Mattress Gabion Bank Stabilizatiyn - Rae's Creek
600 SY @ S '5!Q~ ISY
Clearing & Grubbing. / tZ'
1 L.S. @ S ~.t:tx:I /L.S.
Mobilization ~
1 L.S. @ s /9 T. )7)iLS.
Traffic Control . ,
1 L.S. @ S .~ 'iB""o ~ /L.S.
Trench Rock Excavation and Backfill (Not including normal
pipe bedding}
500 C.Y. @ S /d5~ ICY.
Flowable Fill Backfill for 60" Pipe
680 CY. @ S /Av~ ICY.
$ ~ct:Oqf'
S O?~~~
$ ~CKXJq?
$ ,; 18:. )7 L( ~
$ ~ ;(X;4t
$ ~5co<V
$ 6/ Mod
$ if ''- DO
?'? O;!S ----
./
3.
4.
5.
6.
7.
8.
Subtotal
VIII. RAE'S CREEK SMTITARY SEWER
1.
30" Pressure Class 150 Ductile Iron "Push On'.' Joint Pipe
Installed, Complete /c:<.5 ~ c516;Zco 0/
240 L.F. @S /L.F. S
30" Pressure Class 150 Ductile Iron Restrained Joint Pipe,
Installed, Complete . fi35 ~ 5/0004P
400 L.F. @S /L.F. $
30" Ductile Iron Restrained Joint Fittings /~~
7290 LB. @S l... <J.sg !LB. S
Clearing & Grubbing 6!tJCJ8 q ~~CX?
1 L.S. @S /L.S. S
Subtotal S /cP/'C:;95~
:-
2.
3.
4.
GRAND TOTAL S
9) JD3,5}j::-
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Addendum No, 3 - Page 10
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Additional Items of Construction toBe Performed If So Required by the Engineer:
STATE UNlT PRICES:
l.
2.
3.
4.
5.
6.
7.
NOTE:
I" Water Service Adjustment, Complete, Each
8" Water Main Adjustment, Complete, Each
Sanitary Sewer Service Replacement, Complete, Each
Asphalt Driveway Replacement, per Sq. Yd.
Overcut Excavation and Removal of Unsuitable Material, and
Clean Stone Bedding, per Ton (Not including normal pipe
bedding)
Sheeting Left in Place, per Board Foot
Imported Select Backfill, per Cu. Yd.
$ ..:;;;co,qg
$ .'57S0~
$ ./ t::Jt:?O e7JI
$ ..6~
$$ ~..
(T~~~,q~
$ ~l!.
/'t _
,,1,/0 ~ -r/~-' ~
FAILURE TO QUOTE REASONABLE PRICES FOR ADDITIONAL ITEMS .~
MAY CAUSE THE BID TO BE REJECTED. J I...-J.-V~.?r:-
Addendum No.3 - Page) I
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CERTIFICATE OF OWNER'S ATTORNEY
I, the undersigned James B. Wall , the duly authorized and acting legal representative of
Augusta. Georgia, do hereby certify as follows:
I have examined the attached Contract(s) and surety bonds and the manner of execution
thereof, and I am of the opinion that each of the aforesaid agreements has been duly executed by the
proper parties thereto acting through their duly authorized representatives; that said representatives
have full power and authority to execute said agreements on behalfof the respective parties named
thereon; and that the foregoing agreements constitute valid and legally binding obligations upon the
parties executing the same in accordance with the terms, conditions and provisions thereof.
DATE:
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SECTION A
AGREEMENT
THIS AGREEMENT, made on the /Ifi,- ofi/J2l~ ,19ft
by and between
AUGUSTA COMMISSION
party of the first part, hereinafter called the OWNER, and
CHANDLER UTILITY CONTRACTORS, INe.
party of the second part, hereinafter called the CONTRACTOR.
WITNESSETH, that the Contractor and the Owner, for the considerations hereinafter named, agree
as follows:
ARTICLE I - SCOPE OF THE WORK
The Contractor hereby agrees to furnish all of the materials and all of the equipment
and labor necessary, and to perform all of the work shown on the plans described in the
specifications for the project entitled:
AUGUSTA UTILITIES WATER SYSTEM IMPROVEMENTS
60 INCH RAW WATER TRANSMISSION MAIN
and in accordance with the requirements and provisions of the Contract Documents as defined in
the General and Special Conditions hereto attached which are hereby mad'e a part of this agreement.
ARTICLE II - TIME OF COMPLETION -- LIQUIDATED DAMAGES
The work to be performed under this Contract shall be commenced within ten CUD
calendar days after the date of written notice by the Owner to the Contractor to proceed. The work
shall be completed within FIVE HUNDRED FORTY (540) calendar days after the date of such
notice and with such extensions of time as are provided for in the General Conditions.
It is hereby understood and mutually agreed, by and between the Contractor and the
Owner, that the date of beginning, rate of progress and the time for completion of the work to be
done hereunder are ESSENTIAL CONDITIONS of this Contract. Contractor agrees that said work
shall be prosecuted regularly, diligently, and uninterruptedly at such rate of progress as will insure
full completion there of within the time specified. It is expressly understood and agreed by and
between the Contractor and the Ov,mer, that the time for the completion of the work described herein
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is a reasonable time for the completion of the same, taking into consideration the average climatic
range and construction conditions prevailing in this locality.
IF THE CONTRACTOR SHALL NEGLECT, FAIL OR REFUSE TO COMPLETE
THE WORK WITHIN THE TIME HEREIN SPECIFIED, then the Contractor does hereby agree,
as a part of the consideration for the awarding of this contract, to pay to the Owner the sum of Five
Hundred Dollars ($500.00), not as a penalty, but as liquidated damages for such breach of contract
as hereinafter set forth, for each and every calendar day that the Contractor shall be in default after
the time stipulated in the contract for completing the work. Similarly, if the Contractor shall fail
to complete the work located on the lands of Augusta Country Club and Augusta National Golf Club
within the times specified in the Special Conditions herein, he shall pay to the Owner the sum of
Two Thousand Dollars ($2,000.00) for each calendar day that he shall be in default.
The said amount is fixed and agreed upon by and between the Contractor and the
Owner because of the impracticability and extreme difficulty of fixing and ascertaining the actual
damages the Owner would, in such event, sustain, and said amounts shall be retained from time to
time by the Owner from current periodical estimates.
It is further agreed that time is of the essence of each and every portion of this
contract and of the specifications wherein a definite portion and certain length of time is fixed for
the performance of any act whatsoever; and where under the contract an additional time is allowed
for the completion of any work, the new time limit fixed by extension shall be the essence of the
Contract.
ARTICLE III - PAYMENT
A. THE CONTRACT SUM
The Owner shall pay to the Contractor for the performance of the Contract the amounts
determined for the total number of each of the units of work in the attached schedule
completed at the unit price stated. The number of units contained in this schedule is
approximate only, and the final payment shall be made for the actual number of units that
are incorporated in or made necessary by the work covered by the Contract.
B. PROGRESS PAYMENTS
On not later than the fifth day of every month, the Contractor shall submit to the Owner an
estimate covering the percentage of the total amount of the Contract which has been
completed from the start of the job up to and including the last working day of the preceding
month, together with such supporting evidence as may be required by the Owner and/or the
Engineer. This estimate shall include only quantities in place and at the unit prices set forth
in the bid schedule.
On not later than the tenth day of the month, the Owner shall after deducting previous
payments made, pay to the Contractor 90% of the amount of the estimate on units accepted
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in place. The 1 0% retain ed percentage may be held by the Owner until the final completion
and acceptance of all work under the Contract, except as provided for in GC-19.
ARTICLE IV - ACCEPTANCE ,AND FINAL PAYMENT
A. Upon receipt of written notice that the work is ready for fmal inspection and acceptance, the
Engineer shall within 10 days make such inspection, and when h~ finds the work acceptable
under the Contract and the Contract fully performed he will promptly issue a fmal
certificate, over his own signature, stating that the work required by the Contract has been
completed and is accepted by him under the terms and conditions thereof, and the entire
balance found to be due the Contractor, including the retained percentage, shall be paid to
the Contractor by the Owner within 15 days after the date of said fmal certificate.
B. Before fmal payment is due the Contractor shall submit evidence satisfactory to the Engineer
that all payrolls, material bills, and other indebtedness connected with the work have been
paid, except that in case of disputed indebtedness or liens the Contractor may submit in lieu
of evidence of payment a surety bond satisfactory to the Owner guaranteeing payment of all
such disputed amounts when adjudicated in cases where such payment has not already been
guaranteed by surety bond.
C. The making and acceptance of the final payment shall constitute a waiver of all claims by
the Owner other than those arising from unsettled liens, from faulty work appearing within
12 months after fmal payment, from requirements of the specifications, or from
manufacturers' guarantees. It shall also constitute a waiver of all claims by the Contractor
except those previously made and still unsettled.
D. If after the work has been substantially completed, full completion thereof is materially
delayed through no fault of the Contractor, and the Engineer so certifies, the Owner shall
upon certificate of the Engineer, and without terminating the Contract, make payment of the
balance due for that portion of the work fully completed and accepted.
Such payment shall be made under the terms and conditions governing final payment, except
that it shall not constitute a waiver of claims.
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IN WITNESS WHEREOF the parties hereto have executed this Agreement, the day and year fIrst
written above. '
AUGUSTA COMMISSION
OWNER
WITNESS:
L
Mayor
~
~
!J~~~
SECRETARY:
~n CHANDLER UTILITY CONTRACTORS, INe.
~ &7f././ L / CONTRACTOR
WITNESS:
zI~ 1/1 ~)J
TITLE
~-N/~~
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Cranston, Robertson & Whitehurst, P.C.
ENGINEERS PLANNERS SURVEYORS
OLD ENGINE COMPANY NO.1 POST OFFICE BOX 2546
452 ELLIS STREET AUGUSTA, GEORGIA 30903-2546
TELEPHONE (706) 722.1588
TELECOPIER (706) 722.8379
J. CRAIG CRANSTON, P.E" R.L.S.
THOMAS H. ROBERTSON, P.E., R.L.S.
ELDRIDGE A, WHITEHURST, JR., P.E.
JAMES B. CRANFORD, JR., P.E.
JOHN T. ATTAWAY, R.L.S.
WAYNE SWANN, R,L.S.
THOMAS C. ZEASER, P.E. ,
JOEY R. FLOYD
DWIGHT E. FUNDERBURK, II
JOHN M. HUGG
PATRICK W. HUTTO
KEITH A. LAWRENCE
DENNIS J. WELCH
Chandler Utility Contractors, Inc.
1511 Ninety Six Highway
Ninety Six, South Carolina 29666
PROJECT:
AUGUSTA UTILITIES 60 INCH RA W WATER
TRANSMISSION MAIN
NOTICE OF A WARD
RE:
Gentlemen:
The Owner has considered the BID submitted by you for the above described WORK in
response to its Advertisement for Bids and Information for Bidders.
You are hereby notified that your BID has been accepted for items in the amount of
$9,203,517.00. ' ' ," ' '
. .. ,. '.
Y 0\1 have agreed in your Proposal to execute the Agreement and furnish the required
Contractor's Performance Bond and Payment Bond within Ten (lQ) calendar days from the date of
this Notice to you.
If you fail to execute said Agreement and to furnish said Bonds within Ten (lQ) days from
the date of this Notice, said O\VNER will be entitled to consider all your rights arising out of the
OWNER'S acceptance of your BID as abandoned and as a forfeiture of your Bid Bond. The
OWNER will be entitled to such other rights as may be granted by law.
You are required to return an acknowledged copy of this NOTICE OF AWARD to the
OW"NER.
Dated this 20th
day of November, 1998.
~' ROBERTSON & wmTEHURST, P.c.
ThomasH. ~~
ACCEPTANCE OF NOTICE
1 fJ
Y ,;:;- day
of
ceipt of the above NOTICE OF A WARD is hereby acknowledged on this
t 199ff I t
? ~....., . TITLE: ;,' /,r../ 5
.
BY:
C.,
-I,
.'
CONSTRUCTION PERFORMANCE BOND
Bond
ny singular reference to Contractor, Surety, Owner or other party shall be considered plural where applicable
CONTRACTOR (Name and Address):
I Chandler Utility Contractors, Inc.
1511 Ninety Six Highway
Ninety Six, South Carolina 29666
SURETY (Name and Principal Place of Business):
Safeco Insurance Company of America
Safeco Plaza
Seattle, Washington 98185
IOWNER (Name and Address):
Augusta Commission
2760 Peach Orchard Road
Augusta, Georgia 30906
I
CONSTRUCTION CONTRACT
I Date:
Amount: Nine Million Two Hundred Three Thousand Five Hundred Seventeen and No/IOO Dollars ($9,203,517.00)
Description (Name and Location):
I Augusta Utilities 60 Inch Raw Water Transmission Main
I
I
CONTRACTOR AS PRINCIPAL
I ~~~:~'~tlli~; ,~tractors Inc.
...~-t"':-''"<':;..':::''''';'''''_:,,-.. zr""r,.
"" ,,,,,,,",." ~ '-/.... ".
I Signature" ;- h :'./
... '" ....'~..,
~~me ~?l.tle: ::: :
~-
I ~1/~ ~ ~ " ~ : $-
..... ./ - ',.. "
'~. ." '~.. ,~
;';, -- - ...: ..,-.',~,
'.t.i'.r",<_'~,_. ~. :_ 0\""~
tONTRACTORAS PRINCIPAL
Company:
~OND
Date (Not earlier than Construction Contract Date):
Amount: Nine Million Two Hundred Three Thousand Five Hundred Seventeen and No/IOO Dollars ($9,203,517.00)
Modifications to this Bond Form:
None
(Corp. Seal)
SURETY
Company: '(Corp. Seal)
Safeco Insurance Company of Amertf ,- :.
Signature: CJ Un. f\, UlG1Ju
Name and Title: Della B. Case
Attorney-in-Fact
(Corp. Seal)
SURETY
Company:
(Corp. Seal)
I Signature:
Name and Title:
I
I
Signature:
Name and Title:
EJCDC No. 1910-28A (1984 Edition)
lrepared through the joint efforts of the Surety Association of, America, Engineers' Joint Contract Documents Committee, The Associated General Contractors of
merica, and the American Institute of Architects. .
1-3169/GEEF 9/98
Page 1 of 2
_' The C~mtractor and the Surety, jointly and severally, bind themselves, their'
eirs, executors, administrators, successors and assigns to the Owner for the
'erformance of the Construction Contract, which is incorporated herein by
reference.
I. If the Contractor performs the Construction Contract, the Surety and the
ontractor shall have no obligation under'this Bond, except to participate
n conferences as provided in Subparagraph 3.1.
3. If there is no Owner Default, the Surety's obligation under this Bond shall
arise after: '
I 3.1. The Owner has notified the Contractor and the Surety at its address
described in Paragraph 10 below, that the Owner is considering declaring
a Contractor Default and has requested and attempted to arrange a
conference with the Contractor and the Surety to be held not later than
I fifteen days after receipt of such notice to discuss methods of performing
the Construction Contract. If the Owner, the Contractor and the Surety
agree, the Contractor shall be allowed a reasonable time to perform the
Construction Contract, but such an agreement shall not waive the
Owner's right, if any, subsequently to declare a Contractor Default; and
I
3.2. The Owner has declared a Contractor Default and formally terminated
the Contractor's right to complete the contract. Such Contractor Default
shall not be declared earlier than twenty days after the Contractor and the
Surety have received notice as provided in Subparagraph 3.1; and
I
3.3. The Owner has agreed to pay the Balance of the Contract Price to the
Surety in accordance with the terms of the Construction Contract or to a
contractor selected to perform the Construction Contract in accordance
I with the terms of the contract with the Owner.
. When the Owner has satisfied the conditions of Paragraph 3, the Surety
shall promptly and at the Surety's expense take one of the following actions:
I
4.1. Arrange for the Contractor, with consent of the Owner, to perform
and complete the Construction Contract; or
4.2. Undertake to perform and complete the Construction Contract itself,
through its agents or through independent contractors; or '
4.3. Obtain bids or negotiated proposals from qualified contractors
acceptable to the Owner for a contract for performance and completion of
the Construction Contract, arrange for a contract to be prepared for
execution by the Owner and the contractor selected with the Owner's
concurrence, to be secured with performance and payment bonds
executed by a qualified surety equivalent to the bonds issued on the
Construction Contract, and pay to the Owner the amount of damages' as
described in Paragraph 6 in excess of the Balance of the Contract Price
incurred by the Owner resulting from the Contractor's default; or
I
I
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4.4. Waive its right to perform and complete, arrange for completion, or
obtain a new contractor and with reasonable promptness under the
circumstances:
1. After investigation, determine the amount for which it may be
liable to the Owner and, as soon as practicable after the
amount is determined, tender payment therefor to the
. Owner; or
I 2. Deny liability in whole or in part and notify the Owner citing
reasons therefor. '
. If the Surety does not proceed as provided in Paragraph 4 with reasonable
promptness, the Surety shall be deemed to be in default on this Bond fifteen
days after receipt of an additional written notice from the Owner to the Surety
_emanding that the Surety perform its obligations under this Bond, and the
wner shall be entitled to enforce any remedy available to the Owner. If the
urety proceeds as provided in Subparagraph 4.4, and the Owner refuses the
payment tendered or the Surety has denied liability, in whole or in part, without
Irther notice the Owner shall be entitled to enforce any remedy available to the
wner.
'1
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6, After the Owner has terminated the Contractor's right to complete the
Construction Contract, and if the Surety elects to act under Subparagraph 4,1,
4,2, or 4.3 above, then the responsibilities of the Surety to the Owner shall not
be greater than those of the Contractor under the Construction Contract, and
the responsibilities of the Owner to the Surety shall not be greater than those of
the Owner under the Construction Contract. To the limit of the amount of this
Bond, but subject to commitment by the Owner of the Balance of the Contract
Price to mitigation of costs and damages on the Construction Contract,
the Surety is obligated without duplication for:
6,1, The responsibilities of the Contractor for correction of defective work
and completion of the Construction Contract;
6,2, Additional legal, design professional and delay costs resulting from
the Contractor's Default, and resulting from the actions or failure to act of
the Surety under Paragraph 4; and
6,3. Liquidated damages, or if no liquidated damages are specified in the
Construction Contract, actual damages caused by delayed performance
or non-performance of the Contractor.
7. The Surety shall not be liable to the Owner or others for obligations of the
Contractor that are unrelated to the Construction Contract, and the Balance of
the Contract Price shall not be reduced or set off on account of any such
unrelated obligations, No right of action shall accrue on this Bond to any person
or entity other than the Owner or its heirs, executors, administrators, or
successors.
8. The Surety hereby waives notice of any change, including changes of time, to
the Construction Contract or to related subcontracts, purchase orders and
other obligations.
9. Any proceeding, legal or equitable, under this Bond may be instituted in any
court of competent jurisdiction in the location in which the work or part of the
work is located and shall be instituted within two years after Contractor Default
or within two years after the Contractor ceased working or within two years after
the Surety refuses or fails to perform its obligations under this Bond, whichever
occurs first. If the provisions of this Paragraph are void or prohibited by law, the
minimum period of limitation available to sureties as a defense in the
jurisdiction of the suit shall be applicable.
10, Notice to the Surety, the Owner or the Contractor shall be mailed or
delivered to the address shown on the signature page.
11. When this Bond has been furnished to comply with a statutory or other legal
requirement in the location where the construction was to be performed, any
provision in this Bond conflicting with said statutory or legal requirement shall be
deemed deleted herefrom and provisions conforming to such statutory or other
legal requirement shall be deemed incorporated herein. The intent is that this
Bond shall be construed as a statutory bond and not as a common law bond,
12. Definitions
12.1. Balance of the Contract Price: The total amount payable by the
Owner to the Contractor under the Construction Contract after all proper
adjustments have been made, including allowance to the Contractor of any
amounts received or to be received by the Owner in settlement of
insurance or other claims for damages to which the Contractor is entitled,
reduced by all valid and proper payments made to or on behalf of the
Contractor under the Construction Contract.
12.2. Construction Contract: The agreement between the Owner and the
Contractor identified on the signature page, including all Contract
Documents and changes thereto.
12,3. Contractor Default: Failure of the Contractor, which has neither
been remedied nor waived, to perform or otherwise to comply with
the terms of the Construction Contract.
12.4, Owner Default: Failure of the Owner, which has neither been
remedied nor waived, to pay the Contractor as required by the
Construction Contract or to perform and complete or comply with the other
terms thereof.
I
(FOR INFORMATION ONLY - Name, Address and Telephone)
rGENT or BROKER: OWNER'S REPRESENTATIVE (Architect, Engineer or other party):
1-3169/GEEF 9/98
Page 2 of 2
I,
CONSTRUCTION PAYMENT BOND
Bond
ny singular reference to Contractor, Surety, Owner or other party shall be considered plural where applicable.
CONTRACTOR (Name and Address):
Chandler Utility Contractors, Inc.
I 1511 Ninety Six Highway
Ninety Six, South Carolina 29666
SURETY (Name and Principal Place of Business):
Safeco Insurance Company of America
Safeco Plaza
Seattle, Washington 98185
IOWNER (Name and Address):
Augusta Commission
2760 Peach Orchard Road
Augusta, Georgia 30906
I
CONSTRUCTION CONTRACT
I Date:
Amount: Nine Million Two Hundred Three Thousand Five Hundred Seventeen and No/lOO Dollars ($9,203,517.00)
Description (Name and Location):
I Augusta Utilities 60 Inch Raw Water Transmission Main
I
I
CONTRACTOR AS PRINCIPAL
I Company:
C,,'.~~u,~:i~ ~~trnct<rrs, Ine. LL
I .~:~.'g;j"i~r~: &/4-- Cl ""
. . ~Niime and tle/ ~ ~ /d
=c~ " -= rrL),
, -::; .,r. . ,..~, :::
I ~~. ., -:; j
~... -/ . "..~ ~
....".1 . ~ ~"...~
"", ,.. :"" -",\"I,~
l"'I:/'t .: ."_"_ :':'.\.:~\~
tONTRACTORAS PRINCIPAL
Company:
tOND
Date (Not earlier than Construction Contract Date):
Amount: Nine Million Two Hundred Three Thousand Five Hundred Seventeen and No/I00 Dollars' ($9,203,517.00)
Modifications to this Bond Form:
None
(Corp. Seal)
SURETY
Company: (Corp. Seal)
:i:::t~::~: of ~'~~C~M:'
Name and itle: Della B. Case. ;,;
Attorney-in-Fact, .....
(Corp, Seal)
SURETY
Company:
(Corp. Seal)
I Signature:
Name and Title:
I
I
Signature:
Name and Title:
EJCDC No. 1910-286 (1984 Edition)
Irepared through the joint efforts of the Surety Association of America', Engineers' Joint Contract Documents Committee, The Associated General Contractors of
merica, American Institute of Architects, American Subcontractors Association, and the Associated Specialty Contractors.
r-3168/GEEF 9/98
Page 1 of 2
I The Cpntractor and the Surety, jointly and severally, bind themselves, their
eirs, executors, administrators, successors and assigns to the Owner to pay
r labor, materials and equipment furnished for use in the performance of the
Construction Contract, which is incorporated herein by reference.
a. With respect to the Owner, this obligation shall be null and void if the
~ontractor:
2,1. Promptly makes payment, directly or indirectly, for all sums due
Claimants, and
2.2. Defends, indemnifies and holds harmless the Owner from all claims,
demands, liens or suits by any person or entity who furnished labor,
materials or equipment for use in the performance of the Construction
Contract, provided the Owner has promptly notified the Contractor and the
Surety (at the address described in Paragraph 12) of any claims,
demands, liens or suits and tendered defense of such claims, demands,
liens or suits to the Contractor and the Surety, and provided there is no
Owner Default.
f. With respect to Claimants, this obligation shall be null and void if the,
ontractor promptly makes payment, directly or indirectly, for all sums due.
4. The Surety shall have no obligation to Claimants under this Bond until:
4.1. Claimants who are employed by or have a direct contract with the
Contractor have given notice to the Surety (at the address described in
Paragraph 12) and sent a copy, or notice thereof, to the Owner, stating
that a claim is being made under this Bond and, with substantial
accuracy, the amount of the claim.
4.2. Claimants who do not have a direct contract with the Contractor:
I
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1, Have furnished written notice to the Contractor and sent a copy,
or notice thereof, to the Owner, within 90 days after having last
performed labor or last furnished materials or equipment
included in the claim stating, with substantial accuracy, the
amount of the claim and the name of the party to whom the
materials were furnished or supplied or for whom the labor was
done or performed; and
I
2. Have either received a rejection in whole' or in part from the
Contractor, or not received within 30 days of furnishing the
above notice any communication from the Contractor by which
the Contractor has indicated the claim will be paid directly or
indirectly; and
3. Not having been paid within the above 30 days, have sent a
written notice to the Surety (at the address described in
Paragraph 12) and sent a copy, or notice thereof, to the
Owner, stating that a claim is being made under this Bond
and enclosing a copy of the previous written notice
furnished to the Contractor.
I' If a notice required by Paragraph 4 is given by the Owner to the
ontractor or to the Surety, that is sufficient compliance.
6. When the Claimant has satisfied the conditions of Paragraph 4, the Surety
shall promptly and at the Surety's expense take the following actions:
I
I
I
6.1. Send an answer to the Claimant, with a copy to the Owner, within 45
days after receipt of the claim, stating the amounts that are undisputed
and the basis for challenging any amounts that are disputed.
I 6,2, Payor arrange for payment of any undisputed amounts.
. The Surety's total obligation shall not exceed the amount of this Bond, and
the amount of this Bond shall be credited for any payments made in good faith
by the Surety.
I
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8, Amounts owed by the Owner to the Contractor under the Construction
Contract shall be used for the performance of the Construction Contract and to
satisfy claims, if any, under any Construction Performance Bond, By the
Contractor furnishing and the Owner accepting this Bond, they agree that all
funds earned by the Contractor in the performance of the Construction Contract
are dedicated to satisfy obligations of the Contractor and the Surety under this
Bond, subject to the Owner's priority to use the funds for the completion of the
work.
9. The Surety shall not be liable to the Owner, Claimants or others for
obligations of the Contractor that are unrelated to the Construction Contract.
The Owner shall not be liable for payment of any costs or expenses of any
Claimant under this Bond, and shall have under this Bond no obligations to
make payments to, give notices on behalf of, or otherwise have obligations to
Claimants under this Bond,
10. The Surety hereby waives notice of any change, including changes of time,
to the Construction Contract or to related subcontracts, purchase orders and
other obligations.
11. No suit or action shall be commenced by a Claimant under this Bond other
than in a court of competent jurisdiction in the location in which the work or part
of the work is located or after the expiration of one year from the date (1) on
which the Claimant gave the notice required by Subparagraph 4,1 or Clause 4.2
(iii) or (2) on which the last labor or service was performed by anyone or the last
materials or equipment were furnished by anyone under the Construction
Contract, whichever of (1) or (2) first occurs. If the provisions of this Paragraph
are void or prohibited by law, the minimum period of limitation available to
sureties as a defense in the jurisdiction of the suit shall be applicable.
12, Notice to the Surety, the Owner or the Contractor shall be mailed or
delivered to the address shown on the signature page, Actual receipt of notice
by Surety, the Owner or the Contractor, however accomplished, shall be
sufficient compliance as of the date received at the address shown on the
signature page.
13. When this Bond has been furnished to comply with a statutory or other legal
requirement in the location where the construction was to be performed, any
provision in this Bond conflicting with said statutory or legal requirement shall be
deemed deleted herefrom and provisions conforming to such statutory or other
legal requirement shall be deemed incorporated herein. The intent is, that this
Bond shall be construed as a statutory bond and not as a common law bond.
14, Upon request by any person or entity appearing to be a potential beneficiary
of this Bond, the Contractor shall promptly furnish a copy of this Bond or shall
permit a copy to be made.
15, DEFINITIONS
15.1. Claimant: An individual or entity having a direct contract with the
Contractor or with a subcontractor of the Contractor to furnish labor,
materials or equipment for use in the performance of the Contract. The
intent of this Bond shall be to include without limitation in the terms "labor,
materials or equipment" that part of water, gas, power, light, heat, oil,
gasoline, telephone service or rental equipment used in the Construction
Contract, architectural and engineering services required for performance
of the work of the Contractor and the Contractor's subcontractors, and all
other items for which a mechanic's lien may be asserted in the jurisdiction
where the labor, materials or equipment were furnished.
15.2. Construction Contract: The agreement between the Owner and the
Contractor identified on the signature page, including, all Contract
Documents and changes thereto.
15.3. Owner Default: Failure of the Owner, which has neither been
remedied nor waived, to pay the Contractor as required by the
Construction Contract or to perform and complete or comply with the
other terms thereof.
I
(FOR INFORMATION ONLY - Name, Address and Telephone)
rGENT or BROKER: OWNER'S REPRESENTATIVE (Architect, Engineer or other party):
1-3168/GEEF 9/98
Page 2 of 2
1($)"
SAFECO@
_NOW ALL BY THESE PRESENTS:
POWER
OF A TIORNEY
SAFECO INSURANCE COMPANY OF AMERICA
HOME OFFICE: SAFE CO PLAZA
SEATTLE, WASHINGTON 9S1S5
,No. 6744
Ihat SAFECO INSURANCE COMPANY OF AMERICA, a ~ashington corporation, does. hereby appoint
**********FRANK W. HAFNER, JR,; JANE McCOY; CAROLYN D, OWENS; DELLA B, CASE; ROBERT J, LAVISKY
W, SCOTT HULL; ALFRED T, JOHNSON; DERELLE E, BIGBY; Columbia, South Carolina******************
I
its true and lawful attorney(s)-in-fact, with full authority to execute on behalf of the company fidelity and surety bonds or undertakings
and other documents of a similar character issued by the company in the course of its business, and to bind SAFECO INSURANCE
10MPANY OF AMERICA thereby as fully as if such instruments had been duly executed by its regularly elected officers at its home
ffice. .
f
WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA has executed and attested these presents
I
this
30th
day of
November
1993
I
~dff~
~Q~
I
RA PIERSON, SECRETARY
DAN D, Mc.l,fAN "RESiDENT
CERTIFICATE
I Extract from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA:
:Article V, Section 13. - FIDELITY AND SURETY BONDS . . . the President, any Vice President, the Secretary. and any Assistant Vice
President appointed for that purpose by the officer in charge of surety operations, shall each have authority to appoint individuals as
lorneys-in-fact or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and
ther documents of similar character issued by the company in the course of its business . . . On any instrument making or evidencing
ch appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond or undertaking
of the company, the seal, or a facsimile thereof, may be impressed or affixed or in any other manner reproduced; provided, however,
,at the seal shall not be necessary to the validity of any such instrument or undertaking,"
Extract from a Resolution of the Board of Directors of
SAFECO INSURANCE COMPANY OF AMERICA adopted July 28, 1970.
rn any certificate executed by the S~cretary or an assistant secretary of the Company setting out,
(j) The provisions of Article V.' Section 13 of the By-Laws, and
OJ) A copy ot the power-ot-attorney sppointment, executed pursuant thereto, and
(iii) Certifying that said power-ot-attorney appointment is in full force and effect,
,e signature of the certifying officer may be by facsimile, and the seal of the Company may be a facsimile thereof."
, R. A. Pierson, Secretary of SAFECO INSURANCE COMPANY, OF AMERICA, do hereby certify that the foregoing extracts of the
By-Laws and of a Resolution of the Board of Directors of this corporation, and of a Power of Attorney issued pursuant thereto, are
lue and correct, and that both the By-Laws, the Resolution and the Power of Attorney are still in full force and effect
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corporation
I
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M
q>
1- 1 300/EP 1/93
this
day of
19
,.
.........:;;.
- ,..
--- "-~ ~',
,r .
~ U-:%P~;~-rL
H ^~ PI{.::"ON SEC'HET!jR Y:
@ Registered trademark of SAFECO Corporation.
Client
234603
17CHANDUTI
CERTIFICA1rE OF LIABILITY INSURANCE
DATE (MMIDD/YY)
11/24/98
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
PRODUCER
BB&T Boyle-Vaughan
1710 Gervais St.
P. O. Box 8628
Columbia, SC 29202
NSURED
Chandler 'Utility Contractors
Inc'
1511 Highway 34, West
inety Six, SC 29666
I
COVERAGES
INSURERS AFFORDING COVERAGE
INSURERA:Maryland Casualty
INSURER B:CompTrust AGC of the Carolinas
INSURER c:
INSURER D:
INSURER E:
LIMITS
I-
EACH OCCURRENCE $1, 000 I 000
FIRE DAMAGE (Anyone fire $3 0 0 000
ME D EXP (Anyone person) $1 0 0 0 0
PERSONAL & ADV INJURY $1, 000 , 000
GENERAL AGGREGATE $2 , 000 . 000
PRODUCTS-COMP/OP AGG $2 , 000 , 000
I--
GEN'l AGGREGATE LIMIT APPLIES PER:
Ii POLICY 00 P'~gT n LOC
~TOMOBILE LIABILITY
X ANY AUTO
I-
ECA25956005
07/01/98 07/01/99
COMBINED SINGLE LIMIT
(Ea accident)
$1,000,000
I-- ALL OWNED AUTOS
BODILY INJURY
(Per person)
$
SCHEDULED AUTOS
l-
X HIRED AUTOS
I-
~ NON-OWNED AUTOS
BODIL Y INJURY
(Per accident)
$
I-
PROPERTY DAMAGE
(Per accident)
$
GARAGE LIABILITY
R ANY AUTO
AUTO ONL Y- EA ACCIDENT $
RDEDUCTIBLE
RETENTION $
WORKERS COMPENSATION AND
EMPLOYERS' LIABILITY
0023500
$
$
$5,000,000
$5,000,000
$
$
$
07/01/98 07/01/99 xl~~~!~~1 I~~-
E.L. EACH ACCIDENT $1, 000, 000
E.L.DISEASE-EAEMPLOYEE $1, 000 I 000
E.L. DISEASE-POLlCYLIMI $1, 000, 000
OTHER THAN
AUTO ONL Y:
EA ACC
I
I
I B
AGG
A EXCESS LIABILITY CON8 5 9 5 9 303
[Xl OCCUR 0 CLAIMS MADE
07/01/98 07/01/99
EACH OCCURRENCE
AGGREGATE
I
OTHER
I DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS
Job: Augusta Utilities Water System Improvements
60 inch raw water transmissionmain,- Augusta, GA
I
I CERTIFICATE HOLDER, I, 1 ADDmONALlNSURED'INSURERLETTER:
Augusta Commlsslon
2760 Peach Orchard Road
I Augusta, GA 30906
.. I
I ACORD 25-S (7/97)1 of 2
#10405;4
CANCELLATION
SHOULDANYOFTHEABOVEDE~BEDPOUC~SBECANCELLEDBEFORETHE~RA~ON
DATE THEREOF,THE ISSUING INSURER WILLENDEAVORTO MAl LlO_ DAYSWRlTTCN
NO~CE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BlIT FAILURE TO DO so SHALL
IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER,ITSAGENTS OR
REPRESENTATIVES.
AUTHORIZED REP;/~V~~~ 1))/2 A -//
BGW @ ACORo'CORPORATION 1988
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GC-Ol.
GC-02.
GC-03.
GC-04.
GC-05.
GC-06.
GC-07.
GC-08.
GC-09.
GC-I0.
GC-ll.
GC-12.
GC-13.
GC-14.
GC-15.
GC-16.
GC-17.
GC-18.
GC-19.
GC-20.
GC-21.
GC-22.
GC-23.
GC-24.
GC-25.
GC-26.
GC-27.
GC-28.
GC-29.
GC-30.
GC- 31.
GC-32.
GC-33.
GC- 34.
GC-35.
GC-36.
GC-37.
SECTION GC
GENERAL CONDITIONS
INDEX TO ARTICLES OF GENERAL CONDITIONS
Section
~No.
Definitions ......................................... . . . . . . . . . . . . . . 1
Additional illstructions and Detail Drawings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
Schedules, Reports and Records ...................................... 5
Drawings and Specifications ......................................... 6
Shop Drawings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Materials, Services and Facilities. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Inspection and Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Substitutions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Patents .......................................................... 9
Surveys, Permits and Regulations ..................................... 9
Protection of Work, Property and Persons . . . . . . . . . . . . . . . . . . . .'. . . . . . . . . . 10
Supervision by Contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Changes in the Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
Changes in Contract Price .......................................... 11
Time for Completion and Liquidated Damages. . . . . . . . . . . . . . . . . . . . . . . . . . 11
Correction of Work ............................................... 12
Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Suspension of Work, Termination and Delay ........................... 13
Payments to Contractor ............................................ 15
Acceptance of Pinal Payment as Release. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16
Insurance ....................................................... 16
Contract Security .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
Assignments. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
Indemnification .................................................. 19
Separate Contracts ................................................ 19
Subcontracting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
Engineer's Authority ....,......................................... 20
Land and Rights-of-Way ...........................................21
Guarantee . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
Taxes .......................................................... 21
Work Adjacent to Railway or Other Property. . . . . . .. . . . . . . . . . . . . . . . . . . .21
Order and Discipline .............................................. 22
Warning Devices and Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
Special Restrictions ..........................,.................... 22
As-Built Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22
Contractor Not to Hire Employees of the Owner. . . . . . . . . . . . . . . . . . . . . . . . .22
Drawings ...,.................................................... 22
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, GC-38.
GC-39.
GC-40.
GC-41.
GC-42.
GC-43.
GC-44.
GC-45.
GC-46.
GC-47.
GC-48.
GC-49.
GC-50.
Field Office: Facilities. . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . 23
Rights-of-Way ...................................................23
Estimate of Quantities ............................................. 23
Existing Structures and Utilities ..................................... 23
Contractor's Breakdown of Lump Sum Payment Items . . . . . . . . . . . . . . . . . . . . 24
Prior Use By Owner. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .24
Cleaning ,Up. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Maintenance of Traffic. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Maintenance of Access ............................................ 24
Erosion Control and Restoration of Property. . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Bypassing Sewage ................................................ 25
Safety and Health Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
Pre-Construction Conference. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25
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GC-Ol.
DEFINITIONS:
Wherever used in the Contract Documents, the following terms shall have the
meanings indicated which shall be applicable to both the singular and plural thereof.
1. ADDENDA: Written or graphic instruments issued prior to the execution of the
Agreement which modify or interpret the Contract Documents, Drawings and
Specifications, by addition, deletion, clarifications or corrections.
2. BID: The offer or proposal of the Bidder submitted on the prescribed form setting
forth the prices for the work to be performed.
3. BIDDER: Any person, firm or corporation submitting a bid for the work.
4. BONDS: Bid, Performance and Payment Bonds and other instruments of security
furnished by the Contractor and his Surety in accordance with the Contract
Documents.
5. CHANGE ORDER: A written order to the Contractor authorizing an addition,
deletion or revision in the work within the general scope of the Contract Documents
or authorizing an adjustment in the contract price or contract time.
6. CONTRACT DOCUMENTS: The contract including Advertisement for Bids,
Information for Bidders, Proposal, Bid Bond, Notice of award, Agreement,
Performance Bond, Payment Bond, Notice to Proceed, Change Order, General
Conditions, Supplemental General Conditions, Special Conditions, Technical
Specifications, Drawings and Addenda.
7. CONTRACT PRICE: The total monies payable to the Contractor under the terms
and conditions of the Contract Documents.
8. CONTRACT TIME: The number of calendar days stated in the Contract Documents
for the completion of the_ work.
9. LIFE OF THE CONTRACT: The total duration of the contract from Notice to
Proceed to completion of all the work.
10. CONTRACTOR: The person, firm or corporation with whom the Owner has
executed the Agreement.
11. DRAWINGS: The part of the Contract Documents which show the characteristics
and scope of the work to be performed and which have been prepared or approved
by the Engineer.
12. ENGINEER: The person, firm or corporation named as such in the Contract
Documents.
GC-3
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13. FIELD ORDER: A written order effecting a change in the work not involving an
adjustment in the contract price or an extension of the contract time issued by the
Engineer to the Contractor during construction.
14. NOTICE OF AWARD: The written notice of the acceptance of the Bid from the
Owner to the successful Bidder.
15. NOTICE TO PROCEED: Written communication issued by the Owner to the
Contractor authorizing him to proceed with the work and establishing the date of
commencement of the work.
16. OWNER: A public or quasi-public body or authority, corporation, association,
partnership or individual for whom the work is to be performed.
17. PROJECT: The undertaking to be performed as provided m the Contract
Documents.
18. RESIDENT PROJECT REPRESENT A TNE: The authorized representative of the
Owner who is assigned to the project site or any part thereof.
19. SHOP DRAWINGS: All drawings, diagrams, illustrations, brochures, schedules, and
other data which are prepared by the Contractor, a Subcontractor, Manufacturer,
Supplier or Distributor, which illustrate how specific portions of the work shall be
fabricated or installed.
20. SPECIFICATIONS: A part of the Contract Documents consIstmg of written
descriptions of a technical nature or materials, equipment, construction systems,
standards and workmanship.
21. SUBCONTRACTOR: An individual, firm or corporation having a direct contract
with the Contractor or any other Subcontractor for the performance of a part of the
work at the,site.
22. SUBSTANTIAL COMPLETION: That date as certified by the Engineer when the
construction of the project or a specified part can be utilized for the purposes for
which it is intended.
23. SUPPLEMENTAL GENERAL CONDITIONS: Modifications and/or additions to
the General Conditions of a specific nature generally aimed at the specific contract
of which it is a part.
24. SUPPLIERS: Any person, supplier or organization who supplies materials or
equipment for the work, including that fabricated to a special design, but who does
not perfoml labor at the site.
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25.
26.
GC-02.
2.
GC-03.
2.
GC-04.
WORK: All labor necessary to produce the construction required by the Contract
Documents and all materials and equipment incorporated or to be incorporated in the
project.
WRITTEN NOTICE: Any notice to any party of the Agreement relative to any part
of this Agreement in writing and considered delivered and the service thereof
completed, when posted by certified or registered mail to the said party at his last
given address or delivered in person to said party or his authorized representative on
the work.
ADDITIONAL INSTRUCTIONS AND DETAIL DRAWINGS:
1.
The Contractor may be furnished additional instructions and detail drawings, by the
Engineer, as necessary to carry out the work required by the Contract Documents.
The additional drawings and instructions thus supplied will become a part of the
Contract Documents. The Contractor shall carry out the work in accordance with the
additional detail drawings and instructions.
SCHEDUl,ES, REPORTS AND RECORDS:
1.
The Contractor shall submit to the Owner such schedule of quantities and costs,
progress schedules, payrolls, reports, estimates, records and other data as the Owner
may request concerning the work performed or to be performed.
Prior to the, first" partial payment estimate, the Contractor shall submit schedules
showing thl~ order in which he proposes to carry on the work, including dates at
which he will start the various parts of the work, estimated date of completion of
each part and as applicable:
2.1 the dates at which special detail drawings will be required; and
2.2 respective dates for submission of shop drawings, the beginning of
manufacture, the testing and the installation of materials, supplies and
equipment.
3.
The Contractor shall also submit a schedule of payments that he anticipates he will
earn during the course of the work.
DRA WINGS AND SPECIFICATIONS;
1.
The intent of the drawings and specifications is that the Contractor shall furnish all
labor, materials, tools, equipment and transportation necessary for the proper
execution of the work in accordance with the Contract Documents and all incidental
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GC-os.
work necessary to complete the project in an acceptable manner, ready for us,
occupancy or operation by the Owner.
2.
In case of conflict between the drawings and specifications, the specifications shall
govern. Figure dimensions on drawings shall govern over general drawings.
3.
Any discrepancies found between the drawings and specifications and site conditions
or any inconsistencies or ambiguities in the drawings or specifications shall be
immediately reported to the Engineer, in writing, who shall promptly correct such
inconsistencies or ambiguities in writing. Work done by the Contractor after his
discovery of such discrepancies, inconsistencies or ambiguities shall be done at the
Contractor's risk. '
4.
All work that may be called for in the specifications and not shown on the drawings,
or shown and not called for in the specifications, shall be executed and furnished by
the Contractor as if described in both these ways and should any work or material be
required which is not detailed in the specifications or drawings, either directly or
indirectly, but which is nevertheless necessary for the proper carrying out of the
intent thereof, the Contractor is to understand the same to be implied and required
and shall perform all such work and furnish any such material as fully as if they were
particularly delineated or described.
5.
It is understood and agreed that the Contractor, by careful examination, has satisfied
himself as to the nature and location of the work, the conformation of the ground, the
character, quality and quantity of the materials to be encountered, the character of
equipment and facilities needed preliminary to and during the prosecution of the
work, the general and local conditions and all other matters which can in any way
affect the work under this contract. No verbal agreement or conversation with any
officer, agent or employee of the Owner, either before or after the execution of this
contract, shall affect or modify any of the terms or obligations herein contained.
SHOP DRA WINGS:
1.
The Contractor shall provide shop drawings as may be necessary for the prosecution
of the work as required by the Contract Documents. The Engineer shall promptly
review all shop drawings. The Engineer's approval of any shop drawings shall not
release the Contractor from responsibility for deviations from the Contract
Documents. The approval of any shop drawing which substantiallyqeviates from the
,requirement of the Contract Documents shall be evidenced by 'a Change Order.
2.
When submitted for the Engineer's review, shop drawings shall bear the Contractor's
certification that he has review~d, checked and approved the shop drawings and that
they are in conformance with the requirements of the Contract Documents.
3.
Portions of the work that require shop drawing or sample submission shall not begin
until the shop drawing or submission has been approved by the Engineer. A copy of
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GC-06.
GC-07.
each approved shop drawing and each approvec:i sample shall be kept in good order
by the Contractor at the site and shall be available to the Engineer.
MATERIALS. SERVICES AND FACILITIES:
1.
It is understood that, except as otherwise specifically stated in the Contract
Documents, the Contractor shall provide and pay for all materials, labor, tools,
equipment, water, light, power, transportation, supervision, temporary construction
of any nature and all other services and facilities of any nature whatsoever necessary
to execute, complete and deliver the work within the specified time.
2.
Materials and equipment shall be so stored as to insure the preservation of their
quality and fitness for the work. Stored materials and equipment to be incorporated
in the work shall be located so as to facilitate prompt inspection.
3.
Manufactured articles, materials and equipment shall be applied, installed, connected,
erected, used, cleaned and conditioned as directed by the manufacturer.
4.
Materials, supplies or equipment shall be in accordance with samples submitted by
the Contractor and approved by theEngineer.
5.
Materials, supplies or eqrripment to be incorporated into the work and purchased by
the Contractor of the Subcontractor will be subject to a chattel mortgage or under a
conditional sale contract or other agreement by which an interest is retained by the
seller.
INSPECTION AND TESTING:
1.
All materials and equipment used in the construction of the project shall be subject
to adequate, inspection and testing in accordance with generally accepted standards.
2.
The Contractor shall provide, at his expense, the necessary testing and inspection
services required by the Contract Documents, unless otherwise provided.
3.
The Owner shall provide all other inspection and testing services required by the
Contract Documents.
4.
If the Contract Documents, laws, ordinances, rules, regulations or orders of any
public authority having jurisdiction require any work to specifically be inspected,
tested or approved by someone other than the Contractor, the Contractor will give the
Engineer timely notice of readiness. The Contractor will then furnish the Engineer
the required certificates of inspection, testing or approval.
5.
Neither observation by the Engineer nor inspections, tests or approvals by persons
other than the Contractor shall relive the Contractor from his obligations to perform
the work in accordance with the requirements of the Contract Documents.
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GC-08.
6.
The Engineer and his representatives will at all times have access to the work. In
addition, authorized representatives and agents of any participating Federal or State
Agency shall be permitted to inspect all work, materials, payrolls, records of
personnel, invoices of materials and other relevant data and records. The Contractor
will provide proper facilities for such access and observation of the work and also for
, any inspection or testing thereof.
7.
If any work is covered contrary to the written request of the Engineer, it must, if
requested by the Engineer, be uncovered for his observation and replaced at the
Contractor's expense.
8.
If any work has been covered which the Engineer has not specifically requested to
'observe prior to its being covered or if the Engineer considers it necessary or
advisable that covered work be inspected or tested by others, the Contractor at the
Engineer's request, will uncover, expose or otherwise make available for observation,
inspection or testing as the Engineer may require, that portion of the work in
question, furnishing all necessary labor, materials, tools and equipment. Ifit is found
that such work is defective, the Contractor will bear all the expenses of such
uncovering, exposure, observation, inspection and testing and' of satisfactory
reconstruction. If, however, such work is not found to be defective, the Contractor
will be allowed an increase in the contract price or an extension of the contract time,
or both, directly attributable to such uncovering, exposure, observation, inspection,
testing and reconstruction and an appropriate change order shall be issued.
9.
The Contractor shall give the Engineer 24 hours notice of starting any new work. No
work shall be done or materials used without suitable supervision and inspection by
the Engineer. The Contractor shall furnish the Engineer with necessary samples of
material for testing purposes.
SUBSTITUTIONS:
1.
When a material, article or piece of equipment is identified on the drawings or
specifications by reference to brand name or catalogue number, the performance or
other salient requirements and that other products of equal capacities, quality and
function shall be considered. The Contractor may recommend the substitution of a
material, article or piece of equipment of equal substance and function for those
referred to in the Contract Documents by reference to brand name or catalogue
number and if, in the opinion of the Engineer, such material, article or piece of
equipment is of equal substance and function to that specified, the Engineer may
approve its substitution and use by the Contractor. Any cost differential shall be
deducted from the contract price and the Contract Documents shall be appropriately
modified by change order. The Contractor warrants that if substitutes are approved,
no major changes in the function or general design of the project will result.
Incidental changes or extra component parts required to accommodate the substitute
will be made by the Contractor without a change in the contract price or contract
time.
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GC-09.
GC-IO.
GC-ll.
PA TENTS,:
1.
The Contractor shall pay all applicable royalties and license fees. He shall defend all
suits or claims for infringement of any patent rights and save the Owner harmless
from loss on account thereof except that the Owner shall be responsible for any such
loss when a particular process, design or the product of a manufacturer or
manufacturers is specified, but ifthe Contractor has reason to believe that the design,
process or product specified is an infringement of a patent, he shall be responsible
for such loss unless he promptly gives such information to the Engineer.
SURVEYS. PERMITS AND REGULATIONS:
1.
The Owner shall furnish all land surveys and establish all base lines for locating the
principal component parts of the work together with a suitable number of
benchmarks adjacent to the work as shown in the Contract Documents. From the
information provided by the Owner, unless otherwise specified in the Contract
Documents, the Contractor shall develop and make all detail surveys needed for
construction such as slope stakes, batter boards, stakes for pile locations and other
working points, lines, elevations and cut sheets.
2.
The Contractor shall carefully preserve benchmarks, reference points and stakes and
in case of willful or careless' destruction, he shall be charged with the resulting
expense and shall be responsible for any mistakes that may be caused by their
unnecessary loss or disturbance.
3.
Permits and licenses of a temporary nature necessary forthe prosecution of the work
shall be secured and paid for by the Contractor. Permits, licenses and easements for
permanent structures or permanent changes in existing facilities shall be secured and
paid for by the Owner, unless otherwise specified. The Contractor shall give all
notices and comply with all laws, ordinances, rules and regulations bearing on the
conduct of the work as drawn and specified. If the Contractor observes that the
Contract Documents are at variance therewith, he shall promptly notify the Engineer
in writing and any necessary changes shall be adjusted as provided in Section 13,
Changes in the Work.
PROTECTION OF WORK, PROPERTY AND PERSONS:
1.
The Contractor will be responsible for initiating, maintaining and supervising all
safety precautions and programs in connection with the work. He will take all
necessary precautions for the safety of and will provide the necessary protection to
prevent dan1age, injury or loss to all employees on the work and other persons who
may be affected thereby, all the work and all materials or equipment to be
incorporated therein, whether in storage on or off the site or other property at the site
or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways,
structures and utilities, not designated for removal, relocation or replacement in the
course of construction.
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GC-12.
GC-13.
2.
The Contractor will comply with all applicable laws, ordinances, rules, regulations
and orders of any public body having jurisdiction. He will erect and maintain, as
required by the conditions and progress of the work, all necessary safeguards for
safety and protection. He will notify the owners of adjacent utilities when
prosecution of the work may affect them. The Contractor will remedy all damage,
injury or loss to any ptoperty caused, directly or indirectly, in whole or in part, by the
Contractor, and subcontractor or anyone directly or indirectly employed by any of
them or anyone for whose acts any of them are liable, except damage or loss
attributable to the fault of the Contract Documents or to the acts or omissions of the
Owner or the Engineer or anyone employed by either of them or anyone for whose
acts either of them may be liable and not attributable, directly or indirectly, in whole
or in part, to the fault or negligence of the Contractor.
3.
In emergencies affecting the safety of persons or the work or property at the site or
adjacent thereto, the Contractor, without special instructions or authorization from
the Engineer or Owner, shall act to prevent threatened damage, injury or loss. He
will give the Engineer prompt written notice of any significant changes in the work
or deviations from the Contract Documents caused thereby and a Change Order shall
be issued covering the changes and deviations involved.
4.
The work under this Contract in every respect shall be at the risk of the Contractor
until finished and accepted, except to damage or injury caused directly by the
Owner's agents or employees.
SUPERVISION BY CONTRACTOR:
1.
The Contractor will supervise and direct the work. He will be solely responsible for
the means, methods, techniques, sequences and procedures of construction. The
,Contractor will employ' and maintain on the work a qualified supervisor or
superintendent who shall have been designated in writing by the Contractor as the
Contractor's representative at the site. The supervisor shall have full authority to act
on the behalf of the Contractor and all communications given to the supervisor shall
be as binding as if given to the Contractor. The supervisor shall be present on the site
at all times as required to perform adequate supervision and coordination of the work.
CHANGES IN THE WORK:
1.
The Owner may at any time as the need arises, order changes within the scope of the
work without invalidating the Agreement. If such changes' increase or decrease the
amount due under the Contract Documents or in the time required for performance
of the work, an equitable adjustment shall be authorized by Change Order.
2.
The Engineer, also, may at any time, by issuing a field order, make changes in the
details of the work. The Contractor shall proceed with the performance of any
changes in the work so ordered by the Engineer unless the Contractor believes that
such field order entitles him to a change in the contract price or time or both, in
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GC-14.
GC-15. ,
which event he shall give the Engineer written notice thereof within ten (10) days
after the receipt of the ordered change pending the receipt of an executed change
order or further instruction from the Owner.
CHANGES IN CONTRACT PRICE:
1.
The contract price may be changed only by a change order. The value of any work
covered by a change order or of any claim for increase or decrease in the contract
price shall be determined by one or more of the following methods in the order of
precedence listed below:
1.1 Unit prices previously approved.
1.2 An agreed lump sum.
1.3 The actual cost for labor, direct overhead, materials, supplies, equipment and
other services necessary to complete the work. In addition there shall be
added an amount to be agreed upon but not to exceed fifteen (15) percent of
the actual cost of the work to cover the cost of general overhead and profit.
TIME FOR COMPLETION AND LIOUIDA TED DAMAGES:
1.
The date of beginning and the time for completion of the work are essential
conditions of the Contract Documents and the work embraced shall be commenced
on the date specified in the Notice to Proceed.
2.
The Contractor will proceed with the work at such rate of progress to insure full
completion within the contract time. It is expressly understood and agreed, by and
between the Contractor and the Owner, that the contract time for the completion of
the work described herein is a reasonable time, taking into consideration the average
climatic and economic conditions and other factors prevailing in the locality of the
work.
3.
If the Contractor shall fail to complete the work within the contract time or extension
of time granted by the Owner, then the Contractor will pay to the Owner the amount
for liquidated damages as specified in the bid for each calendar day that the
Contractor shall be in default after the time stipulated in the Contract Documents.
4.
The Contractor shall not be charged with liquidated damages or any excess cost when
the delay in completion of the work is due to the following and the Contractor has
promptly given written notice of such delay to the Owner or Engineer.
4.1 To any preference, priority or allocation order duly issued by the Owner.
4.2 To unforeseeable causes beyond the control and without the fault of
negligence of the Contractor, including but not restricted to, acts of God or
of the public enemy, acts of the Owner, acts of another Contractor in the
performance of a contract with the Owner, fires, floods, epidemics,
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GC-16.
GC-17.
quarantine restrictions, strikes, freight embargoes and abnormal and
unforeseeable weather; and
4.3 To any delays of subcontractors occasioned by any of the causes specified in
Paragraphs 4.] and4.2 of this Article.
CORRECTION OF WORK:
1.
The Contractor shall promptly remove from the premises all work rejected by the
Engineer for failure to comply with the Contract Documents, whether incorporated
in the construction or not and the Contractor shall promptly replace and re-execute
the work in accordance with the Contract Documents and without expense to the
Owner and shall bear the expense of making good all work of other Contractors
destroyed or damaged by such remo,val or replacement.
2.
All removal and replacement work shall be done at the Contractor's expense. If the
Contractor does not take action to remove such rejected work within ten (10) days
after receipt of written notice, the Owner may remove such work and store the
materials at the expense of the Contractor.
3.
Any omissions or failure on the part of the Engineer to disapprove or reject any work
or material shall not be construed to be an acceptance of any defective work or
material. The Contractor shall remove, at his own expense and shall rebuild and
replace same without extra charge and in default thereof the same may be done by the
Owner at the Contractor's expense or in case the Engineer shall not consider the
defect of sufficient importance to require the Contractor to rebuild or replace any
imperfect work or material, he shall have the power and is hereby authorized to make
an equitable deduction from the stipulated price.
SUBSURFACE CONDITIONS:
1.
The Contractor shall promptly and before such conditions are disturbed, except in the
event of an emergency, notify the Owner by written notice of:
1.1 Subsurface or latent physical conditions at the site differing materially from
those indicated in the Contract Documents.
1.2 Unknown physical conditions at the site, of an unusual nature, differing
materially from those ordinarily encountered and generally recognized as
inherent in work of the character provided for in the Contract Documents.
2.
The Owner shall promptly investigate the conditions and if he finds that such
conditions do so materially differ and cause an increase or decrease in the cost of, or
in the time required, for perforn1ance of the work, an equitable adjustment shall be
made and the Contract Documents shall be modified by a Change Order. Any claim
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GC-18.
of the Contractor for adjustment hereunder shall not be allowed unless he has given
the required written notice; provided that the Owner may, if he determines the facts
so justify, consider and adjust any such claims asserted before the date of final
payment.
SUSPENSION OF THE WORK. TERMINATION AND DELAY:
1.
The Owner may, at any time and without cause, suspend the work or any portion
thereof for a period of not more than ninety days or such further time as agreed upon
by the Contractor, by written notice to the Contractor. The Engineer shall fix the date
on which work shall be resumed. The Contractor will resume that work on the date
so fixed. The Contractor will be allowed an increase in the contract price, an
extension of the contract time, or both, directly attributable to any suspension.
2.
If the Contractor is adjudged bankrupt or insolvent, or if he makes a general
assignment for the benefit of his creditors or if a trustee or receiver is appointed for
the Contractor or for any of his property or if he files a petition to take advantage of
any debtor's act to reorganize under the bankruptcy or applicable laws or if he
repeatedly fails to supply sufficient skilled workmen or suitable materials or
equipment, or if he repeatedly fails to make prompt payments to subcontractors or for
labor, materials or equipment or if he disregards laws, ordinances, rules, regulations
or orders of any public body having jurisdiction of the work or if he disregards the
authority of the Engineer, or if, in the opinion of the Engineer, the Contractor fails
to make satisfactory progress in prosecuting the work, or ifhe otherwise violates any
provision of the Contract Documents, then the Owner may, without prejudice to any
other right or remedy and after giving the Contractor and his Surety a minimum of
ten (10) days from delivery of a written notice, terminate the services of the
Contractor and take possession of the Project and of all materials, equipment, tools,
construction equipment and machinery thereon owned by the Contractor and finish
the work by whatever method he may deem expedient In such case, the Contractor
shall not be entitled to receive any further payment until the work is finished. If the
unpaid balance of the Contract Price exceeds the direct and indirect costs of
completing the Project, including compensation for additional professional services,
such excess shall be paid to the Contractor. If such costs exceed such unpaid
balance, the Contractor will pay the difference to the Owner. Such costs incurred by
the Owner will be determined by the Engineer and incorporated in a Change Order.
3.
The Contractor must obtain permission from the Engineer before any equipment can
be removed from the job site. In the event such equipment is removed without the
Engineer's approval, the job will be terminated until such time as the equipment is
returned to the project and any time and money lost by the Contractor as a result of
moving the equipment shall be absorbed by the Contractor.
4.
Where the Contractor's services have been so terminate by the Owner, said
termination shall not affect any right of the Owner against the Contractor then
existing or which may thereafter accrue. Any retention or payment of monies by the
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GC-19.
.1.
Owner due the Contractor will not release the Contractor from compliance with the
Contract Documents.
5.
After ten (10) days from delivery of a written notice to the Contractor and the
Engineer, the Owner, may, without cause and without prejudice to any other rightor
remedy, elect to abandon the Project and terminate the Contract. In such case, the
Contractor shall be paid for all work executed and any expense sustained plus
reasonable profit.
5.
If, through no act or fault of the Contractor, the work is suspended for a period of
more than ninety (90) days by the Owner or under an order of court or other public
authority of the Engineer fails to act on any request for payment within thirty (30)
days after it is submitted or the Owner fails to pay the Contractor substantially the
sum approved by the Engineer within thirty (30) days of its approval and
presentation, then the Contractor may after ten (10) days from delivery of a written
notice to the Owner and the Engineer, terminate the Contract and recover from the
Owner payment for all work executed and all expenses sustained. In addition, and
in lieu of tenninating the Contract, if the Engineer has failed to act on a request for
payment or if the Owner has failed to make any payment as aforesaid, the Contractor
may, upon ten (10) days notice to the Owner and the Engineer, stop the work until
he has been paid all,amounts then due, in which event and upon resumption of the
work, Change Orders shall be issued for adjusting the contract price or extending the
contract time or both to compensate for the costs and delays attributable to the
stoppage of the, work.
6.
If the performance of all or any portion of the work is suspended, delayed, or
interrupted as a result of a failure of the Owner or the Engineer to act within the time
specified in the Contract Documents, or if no time is specified, within reasonable
time, an adjustment in the contract price or an extension of the contract time or both,
shall be made by Change Order to compensate the Contractor for the costs and delays
necessarily caused by the failure of the Owner or the Engineer.
PA YMENTS TO THE CONTRACTOR:
Between the first (1st) and the fifth (5th) of each month, the Contractor will submit
to the Engineer a partial payment estimate filled out and signed by the Contractor on
an approved form covering the work performed during the period covered by the
partial payment estimate and supported by such data as the Engineer may reasonably
require. If payment is requested on the basis of materials and equipment not
incorporated in the work but delivered and suitably stored at or near the site, the
partial payment estimate shall also be accompanied by such supporting data,
satisfactory to the Owner, as will establish the Owner's title to the material and
equipment and protect his interest therein, including applicable insurance. The
Engineer will, within ten days after receipt of each partial payment estimate, either
indicate in writing his approval of payment and present the partial payment estimate
to the Owner, or return the partial payment estimate to the Contractor indicating in
GC-14
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writing his reasons for refusing to approve payment. In the latter case, the Contractor
may make the necessary corrections and resubmit the partial payment estimate. The
Owner will, within ten days of presentation to him of an approved partial payment
estimate, pay the Contractor a progress payment on the basis of the approved partial
payment estimate. The Owner shall retain ten (10%) percent of the amount of each
payment until final completion and acceptance of all work covered by the Contract
Documents. The Owner at any time, however, after fifty (50%) percent of the work
has been completed, if he finds that satisfactory progress is being made, shall make
payment on the current and remaining estimates, in full, so that the retained
percentage at the completion of the work will be approximately five (5%) percent.
On completion and acceptance of a part of the work on which the price is stated
separately in the Contract Documents, payment may be made in full, including
retained percentages, less authorized deductions.
2.
The request for payment may also include an allowance for the cost of such major
materials and equipment which are suitably stored either at or near the site.
3.
All work covered by partial payment shall thereupon become the sole property of the
Owner, but this provision shall not be construed as relieving the Contractor of the
sole responsibility for the care and protection of the work upon which payments have
been made or the restoration of any damaged work, or as a waiver of the right of the
Owner to require the fulfillment of all terms of the Contract Documents.
4.
Upon completion and acceptance of the work, the Engineer shall issue a certificate
attached to the final payment request that the work has been accepted by him under
the conditions of the Contract Documents. The entire balance found to be due the
Contractor, including the retained percentages shall be paid to the Contractor, except
such sums as may be lawfully retained by the Owner for saving.the Owner or the
Owner's agents harmless from all claims growing out of the lawful demands of
Subcontractors, laborers, workmen, mechanics, materialmen and furnishers of
machinery and parts thereof, equipment, tools and supplies, incurred in the
furtherance of the performance of the work. The Contractor shall, at the Owner's
request, furnish satisfactory evidence that all obligations of the nature designated
above have been paid, discharged, or waived. If the Contractor fails to do so, the
Owner may, after having notified the Contractor, either pay unpaid bills or withhold
from the Contractor's unpaid compensation a sum of money deemed reasonably
sufficient to pay any and all such lawful claims until satisfactory evidence is
furnished that all liabilities have been fully discharged whereupon payment to the
Contractor shall be resumed, in accordance with the terms of the, Contract
Documents, but in no event shall the provisions of this sentence be construed to
impose any obligations upon the Owner to either the Contractor, his Surety, or any
third party. In paying any unpaid bills of the Contractor; any payment so made by the
Owner shall be considered as a payment made under the Contract Documents by the
Owner to the Contractor and the Owner shall not be liable to the Contractor for any such payments made in good faith.
GC-15
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GC-20.
GC-2L
5.
If the Owner fails to make payment 30 days after approval by the Engineer, in
addition to other remedies available to the Contractor, there shall be added to each
such payment, interest at the maximum legal rate commencing on the first day after
said payment is due and continuing until the payment is received by the Contractor.
ACCEPTANCE OF FINAL PAYMENT AS RELEASE:
1.
The acceptance by the Contractor of final payment shall be and shall operate as a
release to the Owner of all claims and all liability to the Contractor other than claims
in stated amounts as may be specifically excepted by the Contractor for all things
done or furnished in connection with this work and for every act and neglect of the
Owner and other relating to or arising out of this work. Any payment, however, final
or otherwise, shall not release the Contractor or his Sureties from any obligations
under the Contract Documents or the Performance Bond and Payment Bonds.
INSURANCE:
1.
The Contractor shall purchase and maintain during the life of this Contract such
insurance as will protect him from claims set forth below which may arise out of or
result from the Contractor's execution of the work, whether such execution by
himself or by any_ Subcontractor or by anyone directly or indirectly employed by any
. of them or by anyone for whose acts any of them may be liable.
1.1 Claims under \Vorkman's Compensation, disability benefit and other similar
employee benefit acts,
1.2 Claims for damages because of bodily injury, occupational sickness or
disease or death of his employees,
1.3 Claims for damages because of bodily injury, sickness or disease or death of
any person other than his employees,
1.4 Claims for damages insured by usual personal injury liability coverage which
are sustained (1) by any person as a result of an offense directly or indirectly
related to the employment of such person by the Contractor or (2) by any
other person; and
1.5 Claims for damages because of injury to or destruction of tangible property,
including loss of use resulting therefrom.
2.
Certificates of Insurance acceptable to the Owner shall be filed with the Owner prior
to commencement of the work. These Certificates shall contain a provision that
coverages afforded under the policies will not be canceled unless at least fifteen (15)
days prior written notice has been given to the Owner.
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3.
The Contractor shall procure and maintain, at his own expense, during the life of the
Contract, liability insurance as hereinafter specified.
3.1 Contractor's General Public liability and Property Damage insurance
including vehicle coverage issued to the Contractor and protecting him from
all claims for personal injury, including death, and all claims for destruction
of or damage to property, arising out of or in connection with any operations
under the Contract Documents, whether such operations be by himself or by
any Subcontractor under him or anyone directly or indirectly employed by the
Contractor or by a Subcontractor under him. Insurance shall be written with
a limit of liability of not less than $200,000 for all damages arising out of
bodily injury, including death, at any time resulting therefrom, sustained by
anyone person in anyone accident; and a limit of liability of not less than
$500,000 for any such damages sustained by two or more persons in anyone
accident. Insurance shall be written with a limit of liability of not less than
$100,000 for all property damage sustained by anyone person in anyone
accident; and a limit of liability of not less than $200,000 for any such
damage sustained by two or more persons in anyone accident.
3.2 The Contractor shall acquire and maintain, if applicable, Fire and Extended
Coverage insurance upon the Project to the full insurable value thereoffor the
benefit of the Owner, the Contractor and Subcontractor as their interest may
appear. This provision shall in no way release the Contractor or Contractor's
Surety from obligations under the Contract Documents to fully complete the
Project.
4.
The Contractor shall procure and maintain, at his own ex pense, during the life of the
Contract, in accordance with the provisions of the laws ofthe state in which the work
is performed, Workman's Compensation Insurance, including occupational disease
provisions, for all of his employees at the site of the project and in case any work is
sublet, the Contractor shall require such Subcontractor similarly to provide
Workman's Compensation Insurance, including occupational disease provision for
all of the latter's employees unless such employees are covered by the protection
afforded by the Contractor. In case any class of employees engaged in hazardous
work under this Contract at the site of the Project is not protected under Workman's
Compensation statute, the Contractor shall provide and shall cause each
Subcontractor to provide adequate and suitable insurance for the protection of his
employees not otherwise protected.
5.
The Contractor shall secure, if applicable, "All Risk" type Builder's Risk Insurance
for work to be performed. Unless specifically authorized by the Owner, the amount
of such insurance shall not be less than the contract price totaled in the bid. The
policy shall cover not less than the losses due to fire, explosion, hail, lightening,
vandalism, malicious mischief, wind, collapse, riot, aircraft and smoke during the
contract time and until the work is accepted by the Owner. The policy shall name as
the insured the Contractor, the Engineer and the Owner.
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GC-22.
GC-23.
GC-24.
CONTRACT SECUIUTY:
1.
The Contractor shall, within ten (10) days after the receipt of the Notice of Award,
furnish the Owner with a Performance Bond and a Payment Bond in penal sums
equal to the amount of the contract price, conditioned upon the performance by the
Contractor of all undertakings, covenants, terms, conditions and agreements of the
Contract Documents and upon the prompt payment by the Contractor to all persons
supplying labor and materials in the prosecution of the work provided by the Contract
Documents. Such bonds shall be executed by the Contractor and a corporate bonding
company licensed to transact business in the state in which the work is to be
performed and named on the current list of "Surety Companies Acceptable on
Federal Bonds" as published in the Treasury Department Circular Number 570. The
expense of these bonds shall be borne by the Contractor. If at any time a Surety on
any such bond is declared a bankrupt or loses its right to do business in the state in
which the work is to be performed or is removed from the list of Surety Companies
accepted on Federal Bonds, Contractor shall within ten (10) days after notice from
the Owner to do so, substitute an acceptable bond (or bonds) in such form and sum
and signed by such other Surety or Sureties as may be satisfactory to the Owner. The
premiums on such bonds shall be paid by the Contractor. No further payments shall
be deemed due nor shall. be made until the new Surety or Sureties shall have
furnished an acceptable bond to the Owner.
ASSIGNMENTS:
1.
Neither the Contractor nor the Owner shall sell, transfer, assign or otherwise dispose
of the Contract or any portion thereof, or his right, title or interest therein, or his
obligations thereunder, without written consent of the other party.
INDEMNIFICA TION:
1.
The Contractor will indemnify and hold harmless the Owner and the Engineer and
their agents and emp.loyees fr.om and against all claims, damages, losses and expenses
including attorney's fees arising out of or resulting from the performance of the work,
provided that any such claim, damage, loss or expense is attributable to bodily injury,
sickness, disease or death, or to injury to or destruction of tangible property,
including the loss of use resulting therefrom; and is caused in whole or in part by any
negligent or willful act or omission of the Contractor and Subcontractor, anyone
directly or indirectly employed by any of them or anyone for whose acts any of them
may be liable.
2.
In any and all claims against the Owner or the Engineer or any of their agents or
employees, by an employee of the Contractor, Subcontractor, anyone directly or
indirectly employed by any of them, or anyone for whose acts any of them may be
liable, the indemnification obligation shall not be limited. in any way by any
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GC-25.
GC- 26.
limitation on the amount or type of damages, compensation or benefits payable by
or for the Contractor or any Subcontractor under Workman's Compensation acts,
disability benefit acts or other employee benefits acts.
3.
The obligation of the Contractor under this paragraph shall notextend to the liability
of the Engineer, his agents or employees arising out of the preparation or approval
of maps, drawings, opinions, reports, surveys, change orders, design or
specifications.
SEPARA TE CONTRACTS:
1.
The Owner reserVes the right to let other contracts in connection with this Project.
The Contractor shall .afford other contractors reasonable opportunity for the
introduction and storage of their materials and the execution of their work and shall
properly connect and coordinate his work with theirs. If the proper execution or
results of any part of the Contractor's work depends upon the work of any other
Contractor, the Contractor shall inspect and promptly report to the Engineer any
defects in such work that render it unsuitable for such proper execution and results.
2.
The Owner may perform additional work related to the Project by himself or he may
let other contracts containing provisions similar to these. The Contractor will afford
the other Contractors who are parties to such contracts (or the Owner, if he is
performing the additional work himself), reasonable opportunity for the introduction
and storage of materials and equipment and the execution of the work and shall
properly connect and coordinate his work with theirs.
3.
If the performance of additional work by other Contractors or the Owner is not noted
in the Contract Documents prior to the execution of the Contract, written notice
thereof shall be given to the Contractor prior to starting any such additional work.
If the Contractor believes that the performance of such additional work by the Owner
or others involves him in additional expense or entitles him to an extension of the
contract time, he may make a claim therefor as provided in Sections GC-13 and GC-
14.
SUBCONTRACTING:
1.
The Contractor may utilize the services of specialty Subcontractors on those parts of
the work which, under normal contracting practices, are performed by specialty
Subcontractors.
2.
The Contractor shall not award work to Subcontractor(s), in excess of fifty (50%)
percent of the Contract Price, without prior written approval of the Owner.
3.
The Contractor shall be fully responsible to the Owner for the acts and omissions of
his Subcontractors, and of persons either directly or indirectly employed by them, as
he is for the acts and omissions of person directly employed by him.
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GC-27.
GC-28.
GC-29.
4.
The Contractor shall cause appropriate provisions to be inserted in all subcontracts
relative to the work to bind the Subcontractors to the Contractor by the terms of the
Contract Documents insofar as applicable to the work of Subcontractors and to give
the Contractor the same power as regards terminating any subcontract that the Owner
may exercise over the Contractor under any provision of the Contract Documents.
5.
Nothing contained in this Contract shall create any contractual relation between any
Subcontractor and the Owner.
ENGINEER'S AUTHORITY:
1.
The Engineer shall act as the Owner's representative during the construction period.
He shall decide questions which may arise as to quality and acceptability of materials
furnished and work performed. He shall interpret the intent of the Contract
Documents in a fair and unbiased manner. The Engineer will make visits to the site
and determine if the work is proceeding in accordance with the Contract Documents.
2.
The Contractor will be held strictly to the intent of the Contract Documents in regard
to the quality of materials, workmanship and execution of the work. Inspections may
be made at the factory or fabrication plant or the source of material supply.
3.
The Engineer will not be responsible for the construction means, controls,
techniques, sequences, procedures, or construction safety.
4.
The Engineer shall promptly make decisions relative to interpretation of the Contract
Documents.
LAND AND IUGHTS-OF-WA Y:
1.
Prior to issuance of Notice to Proceed, the Owner shall obtain aU land and rights-of-
way necessary for carrying out and for the completion of the work to be performed
pursuant to the Contract Documents, unless otherwise mutually agreed.
2.
The Owner shall provide to the Contractor information which delineates and
describes the lands owned and rights-of-way acquired.
3.
The Contractor shall provide at his own expense and without liability to the Owner
any additional land and access thereto that the Contractor may desire for temporary
construction facilities, or for storage bf materials.
GUARANTEE:
1.
The Contractor shall guarantee all materials and equipment furnished and work
performed for a period of s>ne (1) year from the date of substantial completion. The
Contractor warrants and guarantees for a period of one (1) year from the date of
substantial completion of the system that the completed system is free from all
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GC-30.
GC-31.
GC-32.
GC-33.
defects due to faulty materials or workmanship and the Contractor shall promptly
make such corrections as may be necessary by reason of such defects including the
repairs of any damage to other parts of the system resulting from such defects. The
Owner will give notice of observed defects with reasonable promptness. In the event
that the Contractor should fail to make such repairs, adjustments or other work that
may be necessary by such defects, the Owner may do so and charge the Contractor
the cost thereby incurred. The Performance Bond shall remain in full force and effect
though the guarantee period.
TAXES:
1.
The Contractor will pay all sales, consumer, use and other similar taxes required by
the law of the place where the work is performed.
WORK ADJACENT TO RAIL WAY OR OTHER PROPERTY:
1.
Whenever the work embraced in this Contract is near the tracks, structures or
buildings of the Owner or of other railways, persons, or property, the work shall be
so conducted as not to interfere with the movement of trains or other operations of
the railway, or, if in any case such interference be necessary, the Contractor shall not
proceed until he has first obtained specific authority and directions therefor from the
proper designated officer of the Owner and has the approval of the Engineer.
ORDER AND DISCIPLINE:
1.
The Contractor shall at all times enforce strict discipline and good order among his
employees and any employee of the Contractor who shall appear to be incompetent,
disorderly or intemperate or in any other way disqualified for or unfaithful to the
work entrusted to him, shall be discharged immediately on the request of the
Engineer and he shall not again be employed on the work with the Engineer's written
consent.
WARNING DEVICES AND SIGNS:
1.
The Contractor shall furnish, erect, paint and maintain warning devices when
construction is on or near public streets for the protection of vehicular and pedestrian
traffic. Such devices will be in accordance with the Georgia Manual on Uniform
Traffic Control Devices for Street and Highways, July, 1962, "Traffic Control for
Highway Construction and Maintenance Operations," Section ill-l through ill-75.
2.
On a 20" x 30" sign, mounted on a solid post, 8 feet above the ground, indicating the
name and night phone number of the Contractor in 4" letters, shall be erected at each
end of the project throughout the construction and maintenance periods. The
Contractor may remove the sign following the maintenance period.
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GC-34.
GC-35.
GC-36.
GC-37.
SPECIAL RESTIUCTIONS:
1.
No work shall be allowed after the hours of darkness or on Sunday without
permission of the Owner.
AS-BUlL T DRAWINGS:
1.
The Contractor shall furnish to the Engineer three (3) sets of marked up drawings for
an "As-built" record showing all deviations from the Contract Drawings. The
marked up sets shall include actual dimensions from permanent markers accurately
locating all underground piping.
CONTRACTOR NOT TO HIRE EMPLOYEES OF THE OWNER:
1.
The Contractor shall not employ or hire any of the employees of the Owner.
DRAWINGS:
The Owner will furnish to the Contractor, free of charge, all copies of drawings and
specifications reasonably necessary for the execution of the work. Location of all features of the
work included in the Contract are indicated on the Contract Drawings. The following drawings
comprise the plans for the Contract:
Note:
GC-38.
The Contract Drawings are listed under Special Condition SC-02., LIST OF
DRA WINGS:.
FIELD OFFICE FACILITIES:
The Contractor shall provide, at a point convenient to the work, suitable office
facilities for housing records, plans and contract documents. A telephone shall be provided at the
Contractor's office for expediting the work and be made available for the use of the Engineer. A
complete and up-to-date set of the plans and specifications shall be available at the field office at all
times that the work is in progress.
GC-39.
IUGHTS-OF-WAY:
The Owner will furnish all land and rights-of-way necessary for the carrying out of
this contract and the completion of the work herein contemplated and will use due diligence in
acquiring said land and rights-of-way as speedily as possible. But it is possible that all land and
rights-of-way may not be obtained as herein contemplated before construction begins, in which event
the Contractor shall begin his work upon such land and rights-of-way as the Owner may have
previously acquired and no claim for damages whatsoever will be allowed by reason of the delay in
obtaining the remaining lands and rights-of-way. Should the Owner be prevented or enjoined from
proceeding with the work or from authorizing its prosecution, either before the commencement, by
reason of any litigation or by reason of its inability to procure any lands or rights-of-way for the said
GC-22
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work, the Contractor shall not be entitled to make or assert any claim for damage by reason of said
delay or to withdraw from the contract except by consent of the Owner; but time for completion of
the work will be extended to compensate for the time lost by such delay; such determination to be
set forth in writing and approved by the Owner.
GC-40.
ESTIMA TE OF OUANTITIES:
The estimated quantities of work to be done and materials to be furnished under this
contract if shown in any of the documents including the bid are given only for use in comparing bids
and to indicate approximately the total amount of the contract and the right is especially reserved
except as herein otherwise specifically limited to increase or diminish them as may be deemed
reasonably necessary or desirable by the Owner to complete the work contemplated by this contract
and such increase or diminution shall in no way vitiate this contract nor shall any such increase or
diminution give cause for claims or liability for damages..
GC-41.
EXISTING STRUCTURES AND UTILITIES:
The existence and location of structures and underground utilities indicated on the
plans are not guaranteed and shall be investigated and verified in the field by the Contractor before
starting work. The Contractor shall be held responsible for any damage to and for maintenance and
protection of existing utilities and structures.
GC-42.
CONTRACTOR'S BREAKDOWN OF LUMP SUM PA YMENT ITEMS:
The Contractor shall, immediately after the contract has been awarded, submit to the
Engineer for his approval, a breakdown showing estimates of all costs apportioned to the major
elements of equipment, material and labor comprising the total work included under any of the lump
sum items shown in the proposal. These estimates as approved will serve as the basis for estimating
of payments due on all progress estimates.
GC-43.
PRIOR USE BY OWNER:
Prior to completion of the work, the Owner may take over the operation and/or use
of the incompleted project or portions thereof. Such prior use of the facilities by the Owner shall not
be deemed as acceptance of any work or relieve the Contractor from any of the requirements of the
Contract Documents.
GC-44.
CLEANING UP:
The Contractor shall keep the premises free from the accumulation of waste material
and rubbish and upon completion of the work, prior to final acceptance of the completed project by
the Owner, he shall remove from the premises all rubbish, surplus materials, implements, tools, etc.,
and leave his work in a clean condition, satisfactory to the Engineer.
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GC-45.
MAINTENANCE OF TRAFFIC:
In any work within the public right-of-way, the Contractor shall provide adequate
warning and protection for pedestrian and vehicular traffic from any hazard arising out of the
Contractor's operations and will be held responsible for any damage caused by negligence on his part
or by the improper placing of or failure to display danger signs and road lanterns. All traffic lanes,
sidewalks and driveways will be kept open and clear at all times except as provided below. The
Contractor shall not block traffic on any street more than 30 minutes or without written permission
from such agency. Before leaving the work each night, it shall be placed in such condition as to
cause the least possible hazard therefrom. Should the Contractor fail to comply with the provisions
of this paragraph, the Owner may, with his own forces, provide signs, flagmen, barricades and/or
passageways or clear the pavement and deduct the cost thereof from sums due to .the Contractor.
GC-46.
MAINTENANCE OFACCESS:
The Contractor will be required to maintain access to business establishments during
all time they are open for business, to churches, schools and other institutions during the time they
are open and to all residential and other occupied buildings or facilities at all times. Bridges across
open trenches and work areas will be required to provide vehicular and pedestrian access. Bridges
with handrail protection will be required for crosswalks at street intersections. It is recognized that
it will be necessary to remove bridges and to block cross traffic while equipment is in operation. The
Contractor shall, however, plan and pursue his operations so as to minimize the time that direct
entrance is blocked.
GC-47.
EROSION CONTROL AND RESTORA TION OF PROPERTY:
The Contractor will be required to schedule his work and perform operations in such
a manner that siltation and bank erosion will be minimized during all phases of construction. Any
areas disturbed during the course of construction shall be restored to a condition equal or better than
the original condition.
GC-48.
BYPASSING SEWAGE:
The Contractor will be required to schedule and coordinate construction sequences
and to use temporary construction and other approved methods which will minimize the bypassing
of sewage during construction of the sewer facilities. The diversion of sewerage to open ditches or
streams will not be permitted.
GC-49.
SAFETY AND HEALTH REGULA TIONS:
The Contractor shall comply with the Department of Labor Safety and Health
Regulations for construction promulgated under the Occupational and Health Act of 1970 (PL3l-
596) and under Section 107 of the Contract Work Hours and Safety Standards Act (PL9l-54).
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GC-50.
PRE-CONSTRUCTION CONFERENCE:
A pre-construction conference shall. be held at an acceptable time to the Owner and
the Contractor prior to the "Notice to Proceed" to coordinate the work and satisfy all requirements
of the Contract Documents.
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SECTION SC-O
INDEX TO SPECIAL CONDITIONS
SECTION
TITLE
SC-O l.
SC-02.
SC-03.
SC-04.
SC-05.
SC-06.
SC-07.
SC-08.
SC-09.
SC-10.
SC-l1.
SC-12.
SC-13.
SC-14.
SC-15.
SC-l6.
SC-17 .
SC-l8.
SC-19.
SC-20.
SC-21.
SC-22.
SC-23.
SC-24.
Scope
List of Drawings
Bonds
Project Sign
Protection of the Environment
Temporary Toilets
Plans and Specifications Furnished
Record Drawings
Shop Drawings
Existing Structures
Salvage Material
Referenced Specifications
Traffic Control
Surveys
Construction Order and Schedule
Consulting Engineers.
Augusta Country Club
Augusta National Golf Club
Inspection and Testing of Work
Site Access
Tree Save
Georgia Prompt Pay Act
Disputes
Interest Not Earned on Retainage
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SECTION SC-O
SPECIAL CONDITIONS
SC-Ol.
SCOPE:
The project referred to in the Agreement shall consist of furnishing all materials,
labor, machinery, etc. necessary to install approximately 21,250 feet of 60 inch ductile iron raw
water transmission main and related appurtenances.
SC-02.
LIST OF DRA \VINGS:
The following drawings, prepared by Cranston, Robertson & Whitehurst, P.c.,
Augusta, Georgia, comprise the plans for the project:
I
I SHEET DATE
NO. TITLE ORIGINAL REVISED
I 15 Plan and Profile - Sta. 152+50 to Sta. 167+50 8/3/98 9/11/98
I 16 Plan and Profile - Sta. 167+50 to Sta. 177+50 8/3/98 9/11/98
17 Plan and Profile - Sta. 177+50 to Sta. 193+00 8/3/98 9/11/98
a 18 Plan and Profile ,. Sta. 193+00 to Sta. 8/3/98 9/11/98
203+37.32
I 19 1" = 20" Plan Sheet - Sta. 0+00 to Sta. 6+00 8/3/98 9/11/98
20 Manifold Piping Details 8/3/98 9/11/98
I 21 Manifold Piping Details 8/3/98 9/11/98
22 Manifold Piping Details 8/3/98 9/11/98
I 23 Manifold Vault Structural Details 8/3/98 9/11/98
24 Manifold Vault Structural Details 8/3/98 9/11/98
I 25 Outlet Structure Details 8/3/98 9/11/98
26 Valve Box Details 8/3/98 9/11/98
I 27 Miscellaneous Details 8/3/98 9/11/98
28 Miscellaneous Details 8/3/98 9/11/98
I 29 Miscellaneous Details 8/3/98 9/11/98
30 Traffic Control Details & Notes 8/3/98 8/21/98
I 31 Traffic Control DetalIs & Notes 8/3/98 8/21/98
I 32 Soil Erosion and Sediment Control Details 8/3/98 9111198
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SC-03.
BONDS:
The Contractor will include in the lump sum payment for mobilization the cost of his
performance and payment bonds.
SC-04.
PROJECT SIGN:
The Contractor will furnish and install two (2) project signs at prominent locations
on the construction site as directed by the Engineer. The signs will carry in a prominent manner the
names of the project, the Owner, and the names of the Contractor and the Engineer. The sign shall
be constructed and erected on wood posts in a substantial manner. The full size stencil shall be
approved along with colors before fabrication. The Contractor shall include the cost of the project
sign in the lump sum bid item for Mobilization.
SC-os.
PROTECTION OF THE ENVIRONMENT:
The Contractor will carefully schedule his work so that a minimum amount of
exposed earth will be subject to erosion by rainfall or wind, and he will provide means satisfactory
to the Engineer to minimize the transportation of silt and other deleterious material into the stream
beds of water courses adjacent to the project.
All chemicals used during project construction or furnished for project operation,
whether herbicide, pesticide, disinfectant, polymer, reactant or of other classification, must show
approval of either EP A or USDA. Use of all such chemicals and disposal of residues shall be in
conformance with printed instructions.
SC-06.
TEMPORARY TOILETS:
Contractor shall provide temporary toilet facilities on the site for workmen employed
in the construction work. Toilets shall be adequate for the number of men employed and shall be
maintained in a clean and sanitary condition. Workmen shall be required to use only these toilets.
At completion of the work, toilets used by Contractor shall be removed and premises left in the
condition required by the Contract.
SC-07.
PLANS AND SPECIFICATIONS FURNISHED:
The Contractor will be furnished, free of charge, by the Owner up to five (5) sets of
direct blue line prints together with a like number of complete bound specifications for construction
purposes. Additional sets of plans and/or specifications will be furnished to the Contractor at the
cost of reproduction upon his written request.
SC-08.
RECORD DRA WINGS:
The Contractor wiiJ maintain in his office one complete set of drawings (including
any supplemental sketches) pertaining to the project upon which, at the end of each day's work any
deviations from the construction lines shown thereon and all changes ordered by the Engineer will
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be shown accurately in red pencil. If necessary, supplemental drawings will be made to show details
of deviations or changes, and these will be kept with the marked set. The drawings will be available
to the Engineer for inspection during construction. Satisfactory progress toward the preparation of
the record drawings shall be a condition of approval of monthly payment estimates. At the
completion of construction, prior to submitting his estimate for final payment. and as a condition for
payment thereof. three copies of the record drawings, satisfactorily completed, will be transmitted
to the Engineer.
SC-09.
SHOP DRAWINGS:
The Contractor shall submit to the Engineer for his review shop drawings, cuts,
diagrams, bar lists, steel details, and other descriptive data on every item, where required on the
drawings or herein. The Contractor shall check all submittals and so indicate on each copy thereof.
Five copies of such shop drawings shall be submitted to the Engineer before ordering
of the material. Submittals which have not been checked by the Contractor will not be reviewed by
the Engineer. Reviews by the Engineer of submittals will cover only general conformity with the
project requirements, while responsibility for detailed conformity shall remain with the Contractor.
The Contractor will be notified by mail of the results of the submittal reviews within ten (10) days
of. the receipt by the Engineer thereof.
SC-IO.
EXISTING STRUCTURES:
Where sidewalks, street signs, private signs, walls, sidewalks, fences, etc, are
removed in accomplishing the work, each and every item will be replaced in the same or better
manner or condition than that in which it was before construction began. The Contractor will protect
and hold harmless the Owner from any suit, action, or dispute whatever arising from the Contractor's
work adjacent to private property.
SC-l1.
SALVAGE MATERIAL:
All existing installations to be removed, including but not limited to masonry and
concrete rubble, asphalt, pipe, etc. will be disposed of at an approved location by the Contractor.
SC-12:
REFERENCED SPECIFICATIONS:
Where specifications' or standards of trade organizations and other groups are
referenced in these specifications, they are made as much a part of these specifications as if the entire
standard or specification were reprinted herein. The inclusion of the latest edition or revision of the
referenced specification or standard is intended.
SC-13.
TRAFFIC CONTROL:
Traffic control shall conform to the Manual on Uniform Traffic Control Devices
(MUTCD) of the Federal Highway Administration, latest edition. The Contractor shall give prior
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written notification to and shall obtain the approval of the Augusta Fire and Police Department and
the Augusta Traffic Engineering Department of any street closures.
SC-14.
SURVEYS:
The Engineer has established base lines for locating the principal component parts
of the work, together with a suitable number of bench marks adjacent to the work. From the
information thus provided, the Contractor shall develop and make all detail surveys needed for
construction such as slope stakes, batter boards, stakes for pile locations and other working points,
lines and elevations. The Contractor shall employ only Registered Land Surveyors or Registered
Professional Engineer to perform all detail surveys.
The Contractor will diligently preserve and maintain the position of all stakes,
reference points and bench marks after they are set and, in case of willful or careless destruction, he
shall be charged with the resulting expense and shall be responsible for any mistakes that may be
caused by their unnecessary loss or disturbance.
SC-15.
CONSTRUCTION ORDER AND SCHEDULE:
1.
The Contractor shall be responsible for the detailed order, schedule, and methods of
construction activities within the general guidelines specified for maintenance and
protection of highway and pedestrian, traffic; utility lines; drainage ways; adjacent
properties; and as otherwise specified.
2.
Tie-ins at the reservoirs and at the Augusta Canal may not be made during peak water
use times, typically the summer months.
3.
After notice to proceed and prior to the first payment on the contract the Contractor
shall submit the following for review:
A. Breakdown of contract price into units of cost for each item required to
complete the total work; this breakdown will be the basis for judging the
percentage complete at any time.
B. A statement of the order of procedure to be followed that will result in the
required protection and completion of the work within the overall contract
time and the special time frames for work through the two golf courses.
C. A bar chart showing the percentage of each item schedules against time and
so scheduled that Contractor's order of construction is clearly shown.
4. With each request for payment the Contractor shall submit two copies of the bar chart
clearly marked to show the work completed at thedat~ of the payment requested.
5. Progress Schedule Requirements
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A.
Bar Chart Schedule: Prepare on maximum 11 inch by 17 inch sheet size for
each separate stage of Work as specified and shown, to include at least:
l. Identification and listing in chronological order of those activities
reasonably required to complete work, including, but not limited to,
subcontract work, major equipment design, factory testing, and
delivery dates, move-in and other preliminary activities, testing and
startup activities, Project close out and cleanup and specified work
sequences, constraints, and milestones, including Substantial
Completion date(s). Listings to be identified by Specification section
n um ber.
2. Identify: (i) horizontal time frame by year, month, and week, (ii)
duration, early-start, and completion of each activity and sub-activity
and (iii) critical activities and Project float.
3. Provide sub-schedules to further define critical portions of the work.
4. Monthly schedule submissions: show overall percent complete,
projected and actual, and completion progress by listed activity and
sub-activity.
5. Identify the critical path on the schedule.
B.
General:
1. Schedule(s) shall reflect work logic sequences, restraints, delivery
windows, review times, contract times and milestones set forth in the
Agreement, and shall begin with the date of Notice to Proceed and
conclude with the date of Final Completion.
2. The schedule requirement herein is the mmrmum required.
Contractor may prepare a more sophisticated schedule if such will aid
Contractor in execution and timely completion of work.
3. Base schedule on standard 5-day work week.
4. When bar chart or network analysis schedules are specified, use
Primavera Project Planner (P3), SureTrak latest version or a
compatible and approved software.
5. Adjust or confirm schedules on a monthly basis as follows:
Contractor shall submit to Engineer for acceptance proposed
adjustments in the progress schedule that will not change the contract
times (or milestones). Such adjustments will conform generally to
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the progress schedule then if effect and additionally will comply with
any provisions of the General Requirements applicable thereto.
Proposed adjustments in the progress schedule that will change the
contract times(or milestones) may only be made by a Change Order.
Use of float suppression techniques such as preferential sequencing
or logic, special lead/lag logic restraints, and extended activity times
are prohibited, and use of float time disclosed or implied by use of
alternate float-suppression techniques shall be shared to proportionate
.benefits of Owner and Contractor.
Pursuant to above float-sharing requirement, no time extensions will
be granted nor delay damages paid until a delay occurs which (i)
impacts project's critical path, (ii) consumes available float or
contingency time, and (iii) extends work beyond contract completion
date.
SC-16.
CONSULTING ENGINEERS:
The Owner has engaged consulting engineers to assist the Director of Utilities,
defined herein as the Engineer, by preparing plans and specifications for the work and by providing
certain services during the bidding and construction phases of the project. The consulting engineer,
Cranston, Robertson & Whitehurst, P.c. are authorized to represent the Director of Utilities within
the limits of the various duties delegated and assigned to the firm by the Director. Nevertheless the
Director of Utilities remains the final authority hereunder and is the "Engineer" as used throughout
the Contract Documents.
SC-17.
AUGUSTA COUNTRY CLUB:
Approximately 4,050 linear feet of the proposed work is within the property of the
Augusta Country Club. It is understood that the construction work will impact the various course
features such as fairways, tees, bunkers, greens, and cart paths. The objective for construction in this
area will be to cause the least amount of disruption to the course operations and to keep as much of
the course "in-play" as possible. To that end, coordination of work between the contractor, the golf
course superintendent, and Augusta Utilities is paramount. The Augusta Utilities Department has
established the following conditions in addition to the special construction requirements given in the
technical specifications portion of this document:
A. The Contractor shall diligently strive to preserve and maintain the various golf course
features. Where removal or damage to such features is unavoidable, they shall be
replaced or reconstructed in the same or better condition than that in which it was
before construction began, unless otherwise directed by Augusta Utilities.
B. No work shall take place on the Augusta Country Club property until May l, 1999.
In addition, construction and restoration shall be complete by August l, 1999.
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SC-18.
c.
D.
E.
F.
G.
H.
The Contractor shall maintain at all times adequate crossings through the
construction site for the safe passage of course maintenance equipment, personnel
and players. Adequate signage shall be erected to provide direction to the "safe
crossings." Furthermore, the crossings shall be delineated with construction fencing
or other means approved by Augusta Utilities. The locations of these crossings shall
be determined in the field.
Access to the halfway house must be maintained at all times during normal course
operating hours.
The easement will be the only route for ingress and egress of construction vehicles
and equipment. Permission to access the site via maintenance roads with light
vehicles or in extenuating circumstances must be obtained in writing from the
Augusta Country Club.
The Contractor shall take great care to avoid straying outside the limits of the
construction easement. The easement shall be delineated with construction fencing
or other means approved by Augusta Utilities.
Augusta Country Club personnel will advise the Contractor of any underground
utilities or structures of which he is not aware. Utility locating services shall be
called upon to pinpoint locations of any underground utilities on the site of the
project. It shall be the responsibility of both parties to assure that this procedure is
carried out.
Irrigation and control lines will be marked on the ground by Augusta Country Club
personnel prior to May 1, 1999. These locations will be based on as-built drawings
and experience and are not guaranteed to be exact. It is the Contractor's
responsibility to excavate and determine the horizontal and vertical orientation of the
lines prior to trenching operations.
1.
The golf course superintendent must be notified at least 24 hours in advance of any
intentional disruption of irrigation water supply. Unplanned breaks caused by the
Contractor's operations shall be repaired in a timely manner in accordance with the
technical specifications. In no case shall irrigation service be interrupted to any
portion of the system for more than 8 hours.
AUGUSTA NATIONAL GOLF CLUB:
A.
All work on the property bfthe Augusta National Golf Club shall take place between
June 1, 1999 and September 30, 1999.
B.
The Contractor shall coordinate access and entry into the Augusta National Golf Club
with the Golf Club Security Department.
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c.
The easement will be the only route for ingress and egress of construction vehicles
and equipment. Permission to access the site via maintenance roads with light
vehicles or in extenuating circumstances must be obtained in writing from the
Augusta National Golf Club.
D.
The Contractor shall take great care to avoid straying outside the limits of the
construction easement. The easement shall be delineated with construction fencing
or other means approved by Augusta Utilities.
E.
Property security shall be maintained at all times. Where it may be necessary to
remove fencing to facilitate construction, temporary construction fencing shall be
erected outside the limits of construction.
SC-19.
INSPECTION AND TESTING OF WORK:
The Owner shall provide sufficient competent engineering personnel for the technical
observation and testing of the work.
The Engineer and his representatives shall at all times have access to the work
whenever it is in preparation or progress, and the Contractor shall provide proper facilities for such
access, and for inspections.
Inspectors shall have the power to stop work on account of a workman's
incompetency, drunkenness, or willful negligence or disregard of orders. An inspector may stop the
work entirely if there is not a sufficient quantity of suitable and approved materials or equipment on
the ground to carry it out properly or for any good and sufficient cause. Inspectors may not accept
on behalf of the Owner any material or workmanship which does not conform fully to the
requirements of the contract and they shall give no orders or directions under any possible
circumstances not in accordance with the Specifications. The Contractor shall furnish the inspector
with all required assistance to facilitate thorough inspection or the culling over or removal of
defective materials or for any other purpose requiring discharge of their duties for which service no
additional allowance shall be made. The inspector shall, at all times, have full permission to take
samples of the materials that mayor may not be used in the work.
Any inspection provided by the Engineers is for the purpose of determining
compliance with provisions of the contract specifications and is in no way a guarantee of the
methods or appliances use by the Contractor, nor for the safety of the job.
If the specifications, the Engineer's instructions, laws, ordinances, or any public
authority require any work to be specially tested or approved, the Contractor shall give the Engineer
timely notice of its readiness for inspection, and if the inspection is by an authority other than the
Engineer, of the date fixed for such inspection. Inspections by the Engineer shall be made promptly,
and where practicable at the source of supply. If any work should be covered up without review or
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'consent of the Engineer, it must, if required by the Engineer, be uncovered for examination and
properly restored at the Contractor's expense.
Re-examination of any work may be ordered by the Engineer, and, if so ordered, the
work must be uncovered by the Contractor. If such work is found to be in accordance with the
Contract Documents, the Owner shall pay the cost of re-examination and replacement. If such work
is not in accordance with the Contract Documents, the Contractor shall pay such cost.
The Owner will employ a qualified materials testing laboratory, hereinafter referred
to as the Laboratory, to monitor more fully on the Owner's behalf the quality of materials and work,
and to perform such tests as may be required under the Contract Documents as conditions for
acceptance of materials and work. The Laboratory will be solely responsible to and paid separately
by the Owner. The timing of the work of the Laboratory will be coordinated by the Engineer through
his duly authorized inspector.
The Owner will bear the cost of testing a particular material or area of the work once.
Where retesting is required following corrective measures or under other circumstances, the
Contractor shall reimburse the Owner for the cost of additional testing.
SC-20.
SITE ACCESS:
In order to minimize damage to existing paving, the golf course turf, and landscaping,
access. to the site for the Contractor' spersonnel and equipment will be restricted to the routes
designated by the Owner. The Contractor will be required to use only these routes unless prior
written approval is given by the Owner.
SC-21.
TREE SAVE:
Prior to beginning grading operations, the Contractor is to notify the Owner and the
Engineer so that those trees which are to be saved can be marked in the field. Once these trees are
marked, the Contractor shall take every precaution, including tree protection fence, to save these
trees.
SC-22.
GEORGIA PROMPT PAY ACT:
This Agreement is intended by the Parties to, and does, supersede any and all
provisions of the Georgia Prompt Pay Act, O.C.G.A. Section 13-11-1, et seq. In the event any
provision. of this Agreement is inconsistent with any provision of the Prompt Pay Act, the provision
of this Agreement shall control.
SC-23. .
DISPUTES:
All claims, disputes and other matters in question between the Owner and the
Contractor arising out of or relating to the Agreement, or the breach thereof, shall be decided in the
Superior Court of Richmond County, Georgia. The Contractor, by executing this Agreement,
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specifically consents to venue in Richmond County and waives any right to contest the venue in the
Superior Court of Richmond County, Georgia.
SC-24.
INTEREST NOT EARNED ON RET AINAGE:
Notwithstanding any provision of the law to the contrary, the parties agree that no
interest shall be due to the Contractor on any sum held as retainage pursuant to this Agreement and
Contractor specifically waive any claim to same.
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SECTION TS-O
INDEX TO TECHNICAL SPECIFICATIONS
SECTION
TITLE
NO. OF PAGES
TS-l Soil Investigation
TS-2 Erosion Control Measures ...,
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TS-3 Clearing and Grubbing 2
TS-4 Excavating, Trenching and Backfilling for Pipe Lines 5
TS-5 Removal of Water 2
TS-6 Shoring and Sheeting 2
TS-7 Raw \Vater Transmission Main 8
TS-8 \Vater Distribution System 9
TS-9 Sanitary Sewer System 9
TS-]O Storm Sewer System. 4
TS-] 1 Grading ...,
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TS-l2 1'.11 i scellaneous Concrete 4
TS- 1 3 Bituminous Paving ...,
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TS-14 Concrete Pavement ...,
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TS-15 Tunneling 4
TS-16 Excavating and Backfilling for Structures 4
TS-l7 Cast-In-Place Concrete ]0
TS-l8 Miscellaneous Metals 4
TS-19 Grassing 4
TS-20 Restoration-Augusta Country Club 10
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A.
B.
SECTION TS-l
SOIL INVESTIGATION DATA
GENERAL:
INVESTIGATION REPORT:
1. Soil and subsurface investigations were conducted at the site by CSRA Testing and
Engineering Co., Inc., the results of which are to be found in report CSRA Project
Number 8-02298, dated March 25, 1998, and amended September 15, 1998, a copy
of which is located in Appendix "A" of these specifications.
INTERPRETATION:
1. Data concerning subsurface materials or conditions which is based upon
surroundings, test pits, or test borings, has been obtained by the Owner for the
Engineer's use in designing the project. Its accuracy or completeness is not
guaranteed by the Owner or the Engineer, and neither the Owner nor Engineer will
be responsible in any way for additional compensation for excavation work
performed under the contract due to Contractor's assumptions based on soil
investigation data prepared solely for Engineer's use.
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A.
SECTION TS-2
EROSION CONTROL MEASURES
-1.
GENERAL:
A.
This section covers erosion control measures required on the job as shown on the plans.
These measures are minimum requirements and may be augmented by the Engineer if
positive control is not established.
-2.
CONSTRUCTION SCHEDULE:
A.
The initial construction on the site is tentatively scheduled to begin on or about November
1998. Final stabilization of the soils should be obtained by April 2000.
GENERAL PROCEDURES:
The following steps for reducing erosion and containing sediment are recommended for use
during construction, and until the earth areas can be stabilized with vegetation.
1. Earth areas which are not to be paved shall be grassed at the earliest possible time
during the construction phase, so as to minimize exposure to rainfall and run-off.
Permanent and temporary grassing shall be completed in accordance with the section
entitled "Grassing" ofthese specifications.
2. Where stage construction or other conditions prohibit the completion of a section in
a continuous manner, the Contractor shall apply temporary mulch to control erosion
for a period of 60 days or less. Areas stabilized with only temporary mulch shall be
planted with temporary grass and mulched again after 60 calendar days. The mulch
shall be unifonnly spread over the designated areas from 2 inches to 4 inches thick.
After spreading, the mulch shall be walked in with a tracked vehicle, light discing,
or by any other means that does not destroy the cross section of the prepared areas.
3. Temporary berms, wherever possible, should be constructed at the end of each day
of grading, in order to contain sediment and slow down erosion in the cut and fill
areas, should rainfall occur during the night. Berms shall also be constructed, where
needed, to prevent sediment from being transported onto areas outside the actual
construction limits.
4. Silt and erosion barriers of the type which tend to filter suspended solids from the
water flowing through them shall be employed to the extent necessary to contain
most of the water-borne silt. These barriers shall be erected, at a minimum, along
the low side of all disturbed areas throughout the length of the project except
within paved areas where straw bale barriers shall be used to limit sediment
entering storm drains.
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5. Erosion due to wind is not likely to be of concern on this project, considering the
types of soils expected and the strip-like geometry of construction areas. However,
wherever possible, trees or groups of trees and bushes should be left standing to
serve as windbreaks.
6. Sediment basins shall be constructed if shown on plans and removed when final
stabilization is attained.
-4.
ELEMENTS OF THE PLAN:
A.
The plans for the prevention of erosion and sedimentation for this site are depicted on Soil
Erosion and sediment Control Plan sheet of the plans. The elements ofthe plan are discussed
as follows, and are listed in chronological order, as far as is practical. The construction
activities should proceed in the order listed.
1. Install construction entrances as required.
2. Remove all marketable timber from the rights-of-way, the utility easements, the
designated fill areas, and other areas to be cleared, except as otherwise directed by
the Owner (See "Tree Save" in Special Conditions).
3. Begin clearing and grubbin.g operations in the vicinity of the silt barriers.
Immediately after the area has been cleared for their placement, install dams and
berms consisting of silt fence, hay or straw bales or limbs and laps as required. Care
should be taken not to clear and grub beyond the construction limit.
4. As grading operations commence, the topsoil shall be stripped and stockpiled in
mounds surrounded by berms. As mentioned above, benns or windrows should be
constructed each afternoon at approximately 100 foot intervals across the graded
areas, except in the low-lying areas of the project. This action will tend to check
erosion should rainfall be experienced during the night.
5. Construction on the utility lines should be commenced as soon as grading operations
have been substantially completed. The disturbed strip along each line which is
located outside of a s~eet right-of-way should be grassed immediately upon the
completion of trench backfilling, as described below.
6. As soon as the graded areas which are not to be paved, to be built upon, or receive
underground utilities have been brought to final grade, grassing operations should be
begun immediately, as described in the grassing specifications. Roadway shoulders
and slopes should recei ve a similar treatment as soon as the installation of the utilities
has ended.
7. All grassing will be performed in accordance with the section of the specifications
entitled "Grassing." Should seasonal limitations prevent the establishment of the
permanent grass cover, the area to be grassed shall be covered with temporary grass
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cover; then the permanent grass will be established as soon as its growing season is
reached.
8. The hay bale dams and silt fencing described above should not be removed until the
surrounding pavement base material has been placed and is ready for priming.
9. All silt retention basins, traps, barriers, etc., should be inspected daily and cleaned
at least weekly.
10. No excavation may be made in "running" water (i.e. Rae's Creek). Running water
shall be diverted in accordance with the section entitled "Removal of Water" ofthese
specifications.
11. All work shall be in accordance with good grading practice and shall conform to
accepted practices in Erosion Control.
MEASUREMENT AND PAYMENT:
Payment shall be made according to the lump sum price as shown in the Bid Schedule for
Soil Erosion and Sedimentation Control Measures.
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SECTION TS-3
CLEARING AND GRUBBING
SCOPE:
Clearing and grubbing shall consist of the removal and disposal of all trees, brush, stumps,
logs, grass, weeds, roots, decayed vegetable matter, posts, fences, stubs, rubbish and all other
objectionable matter resting on or protruding through the original ground surface and
occurring within the construction limits or rights-of-way of any excavation, borrow area, or
embankment.
CONSTRUCTION METHODS:
CLEARING: Clearing shall consist of the felling and cutting up, or the trimming of trees,
and the satisfactory disposal of the trees and other vegetation together with the down timber,
snags, brush and rubbish occurring within the areas to be cleared. Trees and other
vegetation, except such individual trees, groups of trees, and vegetation, as may be indicated
on the drawings to be left standing, and all stumps, roots and brush in the areas to be cleared
shall be cut off one foot above the original ground surface. Individual trees and groups of
trees designated to be left standing within cleared areas shall be trimmed of all branches to
such heights and in such manner as may be necessary to prevent interference with the
construction operations( see "Tree Save" in Special Conditions). All limbs and branches
required to be trimmed shall be neatly cut close to the whole of the tree or to main branches,
and the cuts thus made shall be painted with an approved tree wound paint. Individual trees,
groups of trees, and other vegetation, to be left standing, shall be thoroughly protected by
barriers or by such other means as the circumstances require. Clearing operations shall be
conducted so as to prevent damage by falling trees to trees left standing, to existing structures
and installations, and to those under construction, and so as to provide for the safety of
employees and others.
GRUBBING: Grubbing shall consist of the removal and disposal of all stumps, roots and
matted roots from the site as indicated on the drawings. In foundation areas, stumps, roots,
logs or other tim ber, matted roots, and other debris not suitable for foundation purposes shall
be excavated to a depth of not less than l8 inches below any subgrade, shoulder or slope.
All depressions excavated below the original ground surface for or by the removal of stumps
and roots, shall be refilled with suitable material and compacted to make the surface conform
to the surrounding ground surface.
DISPOSAL OF CLEARED AND GRUBBED MATERIAL:
Saw logs, pulp wood, cord wood or other merchantable timber removed incidental to clearing
and grubbing shall become the property of the Contractor and may be sold by him, provided
such disposal is otherwise in accordance with these specifications. All jncom bustible matter
removed shall be hauled away and legally disposed of at a location approved by the Engineer.
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MEASUREMENT AND PAYMENT:
Payment shall be made according to the lump sum price as shown in the bid schedule for
Clearing and Grubbing.
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SECTION TS-4
EXCA VA TING, TRENCHING AND BACKFILLING FOR PIPE LINES
-1.
SCOPE:
A.
This section covers all excavation, trenching and backfilling for pipe lines, complete.
-2.
EXISTING IMPROVEMENTS:
A.
The Contractor shall maintai~ in operating condition and protect from damage all existing
improvements including utilities, roads, streets, sidewalks, drives, power and telephone lines,
gas lines, water lines, sewers, gutters and other drains encountered, and repair to the
satisfaction of the Engineer any aerial, surface or subsurface improvements damaged during
the course of the work. Where and if shown on the plans, the locations and existence or
nonexistence of underground utilities are not guaranteed. The Contractor shall contact the
various utility companies to determine andJor verify such information prior to proceeding
with the work. He shall make reasonable and satisfactory provisions for themaintenance of
traffic on streets, drives, walkways and at street crossings and if necessary to provide
temporary walkways and bridges for crossing of the open trench as directed.
EXCAVATION:
All excavation of every description and of whatever substances encountered shall' be
performed to the depths indicated on the drawings or as specified herein. Excavation shall
be made by the open cut method except as otherwise specified or shown on the drawings.
Excavation methods shall generally meet or exceed Occupational Safety and Health
Administration (OSHA) construction industry standards.
All excavated materials not required for fill or backfill shall be removed and wasted as
directed. The banks of shallow trenches shall be kept as nearly vertical as practicable and
where required shall be properly sheeted and braced. Except where otherwise indicated,
trench bottoms shall be not less than 24 inches wider nor more than 36 inches wider than the
outside diameter of the pipe to.be lai.d therein, and shall be excavated true to line, so that a
clear space of not less than 12 inches nor more than l8 inches in width is provided on each
side of the pipe. The bottom of trenches shall be accurately graded to provide uniform
bearing and support for each section of the pipe on undisturbed soil or bedding material at
every point along its entire length, except for portions of the pipe sections where it is
necessary to excavate for bell holes and for the proper sealing of pipe joints. Bell holes shall
be dug after the trench bottom has been graded. Bell holes shall be excavated only to an
extent sufficient to permit accurate work in the making of the joints and to insure that the
pipe, for a maximum of its length will rest upon the prepared bottom of the trench.
Depressions for joints other than mechanical shall be made in accordance with the
recommendations of the joint manufacturers for the particular joint used. Excavation for
structures and other accessories shall be sufficient to leave at least l2 inches in the clear
between their outer surfaces and the embankment or timber which may be used to hold the
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bank and protect them. Where damage is liable to result from withdrawing sheeting, the
sheeting will be ordered to be left in place. Except at locations where excavation of rock
from the bottoms of trenches is required, care shall be taken not to excavate below the depths
indicated. Where rock excavation is required, the rock shall be excavated to a minimum
overdepth of 4 inches below the normal required trench depth. The overdepth rock
excavation and all excess trench excavation shall be backfilled with loose, moist earth,
thoroughly tamped. Rock is defined as materials which are so hard or cemented that the
excavation of such material requires blasting. The excavation shall proceed in a
conventional manner with satisfactory effort made to remove hard materials before the
Engineer makes a determination of need for blasting. Predrilling and blasting will be
allowed, if the Contractor can provide evidence for the Engineer's review that boring logs can
and will show that the material can or cannot be excavated. Evidence will be provided for
the Engineer's review and approval before predrilling and blasting is undertaken. The
excavation and removal of isolated boulders or rock fragments larger than one cubic yard in
volume encountered in materials of common excavation shall be classified as rock
excavation. Whenever wet or otherwise unstable soil that is incapable of properly supporting
the pipe, as determined by the Engineer or indicated on the drawings, is encountered in the
trench bottom, such soil shall be removed to a depth required for the lengths designated by
the Engineer, and the trench backfilled to trench bottom grade, as herein specified, with
coarse sand, fine gravel, or other suitable material. Backfill with earth under structures will
not be permitted and any unauthorized excess excavation below the levels indicated for the
foundation of such structures shall be' filled with sand, gravel, or concrete, as directed.
1. Grading and Stacking: All grading in the vicinity of trench excavation shall be
controlled to prevent surface ground water from flowing into the trenches. Any water
accumulated in the trenches shall be removed by pumping or by other approved
methods. During excavation, material suitable for backfilling shall be stored in an
orderly manner a minimum distance of one and one-half times the depth of the
excavation back from the edges of trenches to avoid overloading and prevent slides
or cave-ins. Material unsuitable for backfilling, as determined by the Engineer, shall
be removed from the job site and disposed of by the Contractor in a manner as
approved by the Engineer.
2. Shoring and Sheeting: All shoring, sheeting, and bracing required to perform and
protect the excavation and to safeguard employees and the public shall be performed.
The failure of the Engineer to direct the placing of such protection shall not relieve
the Contractor of his responsibility for damage resulting from its omission.
a. Whenever sheeting is driven to a depth below the elevation of the top of the
pipe, that portion of the sheeting below the elevation of the top of the pipe
shall notbe disturbed or removed. Sheeting left in place shall be cut off not
less than 1 foot below finished grade. No sheeting shall be removed until the
excavation is substantially backfilled as hereinafter specified.
3. Water Removal: Where water is encountered, it shall be prevented from
accumulating in excavated areas by pumping, well-pointing and pumping, or by other
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D.
means approved by the Engineer as to capacity and effectiveness. Water removed
from excavations shall be discharged at points where it will not cause injury to public
or private property, or the work completed or in progress. Under no circumstances
shall trench bottoms be prepared, pipes laid, or appurtenances installed in water.
Water shall not be allowed to rise in un backfilled excavations after pipe or structures
have been placed.
4. Blasting: Explosives are to used only within legal limitations. Before explosives are
used, all necessary permits for this work shall be secured and all precautions taken
in the blasting operations to prevent damage to private or public property or to
persons. The Contractor shall assume full liability for any damage that may occur
during the use of explosives. No blast shall be set off within 50 feet of pipe already
laid in the trench.
5. Tree Protection: Care shall be exercised to protect the roots of trees to be left
standing. Within the branch spread of the tree, trench shall be opened only when the
work can be installed immediately. Injured roots shall be pruned cleanly and backfill
placed as soon as possible.
BACKFILLING:
Trenches and other excavations shall not be backfilled until all required tests are performed
and the work has been approved by the Engineer. The trenches shall be carefully backfilled
with the excavated materials approved for backfilling consisting of earth, loam, sandy clay,
sand and gravel, soft shale, or other approved materials. No material shall be used for
backfilling that contains mulch, other unstable materials, stones, blasted rock, broken
concrete or pavement, or other hard materials having any dimension greater than 4 inches;
or large clods of earth, debris, frozen earth or earth with an exceptionally high void content.
For backfill up to a level 1 foot over the top of pressure pipelines and 2 feet above the top
of gravity pipelines, only selected materials shall be used. Select materials shall be finely
divided material free from debris, organic material and stone, and may be suitable job
excavated material or shall be provided by the Contractor from other sources. The backfill
shall be placed in uniform layers not exceeding 6 inches in depth. Each layer shall be
moistened and carefully and uniformiy tamped with mechanical tampers or other suitable
tools. Each layer shall be placed and tamped under the pipe haunches with care and
thoroughness so as to eliminate the possibility of voids or lateral displacement.
Flowable fill, where specified on the plans for backfill shall be an excavatable, ready-mixed,
blend of portland cement, fly ash, fine aggregate, air entraining admixture, and water with
a high slump requiring no vibration or tamping for complete consolidation. Flowable fill
shall meet the requirements for controlled low strength flowable fill, Section 600 of the
Georgia Department of Transportation Standard Specifications. The fill shall be installed
in such a manner that no displacement or flotation of the pipeline occurs.
The remainder of the backfill material shall then be placed and compacted above the level
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specified above. In areas not subject to traffic, the backfill shall be placed in l2 inch (max.)
layers and each layer moistened and compacted to a density approximating that of the
surrounding earth. Under roadways, driveways, paved areas, parking lots, along roadway
shoulders and other areas subject to traffic, the backfill shall be placed in 6 inch (max.)layers
and each layer moistened and compacted to density at least equal to that of the surrounding
earth so that traffic can be resumed immediately after backfilling is completed. Any trenches
which are improperly backfilled, or where settlement occurs, shall be reopened to the depth
required for proper compaction, then refilled and compacted with the surface restored to the
required grade compaction. Along all portions of the trenches not located in roadways, the
ground shall be graded to a reasonable uniformity and the mounding over the trenches left
in a neat condition satisfactory to the Engineer.
E.
Sheeting not specified to be left in place shall be removed as the backfilling progresses.
Sheeting shall be removed in such a manner as to avoid caving of the trench. Voids left by
the removal of sheeting and shoring shall be carefully filled and compacted. Where, in the
opinion of the Engineer, damage is liable to result from withdrawing sheeting, the sheeting
will be ordered to be left in place.
Unsuitable and surplus excavation material not required for fill shall be disposed of offsite
unless onsite waste or spoil areas are provided.
-5.
BOIUNG AND .TACKING:
Where required by the drawings, the pipeline will be installed in a steel casing, placed by
boring and jacking. Where boring is required under highways, the materials and
workmanship will be in accordance with the standards of the State Highway Department or
local authority. Boring and jacking under railroads will be governed by the latest AR.E.A
standards and those of the railroad involved. The steel casing shall be in accordance with
ASTM A252 to the thicknesses shown on the drawings.
PA VEMENT REMOVAL AND REPLACEMENT:
Where necessary existing pavements shall be removed and replaced, the applicable standards
of the State Highway Department or local authority shall govern this work. Joints shall be
sawed, unless joints equally uniform in the opinion of the Engineer result from other means.
All pavement repairs shall consist of a concrete slab no less than 8 inches thick, as indicated
on the drawings. Where the parent pavemenUs concrete, the slab surface shall be smoothly
finished flush with the surrounding pavement in accordance with Section TS-12. Where the
parent pavement is asphalt, the concrete slab shall be raked finished and topped with 1 1/2
inch of surface mix asphalt paving rolled flush with the surrounding pavement.
MEASUREMENT AND PAYMENT:
Excavation and backfilling for pipelines and appurtenances, except as hereinafter provided
for, will be considered as incidental to the construction of the various elements of the
installation it is associated with, and no separate payment will be made therefor.
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When made at the direction of Engineer, rock excavation and backfill to compensate for rock
will be made at the unit contract price for rock excavation per cubic yard measured in place.
c.
When made at the direction of the Engineer, overcut and backfill to compensate for
inadequate foundation will be paid for at the unit contract price for overcut and clean stone
bedding, per ton of stone.
D.
Sheeting ordered to be left in place will be paid for at the unit contract price for sheeting left
in place, per board foot.
Pavement removal will be considered as incidental to the excavation and no separate
payment will be made therefor. Payment for pavement replacement will be made at the unit
contract price for each type of pavement surface appearing in the Bid Schedule.
\.,."
Flowable fill will be paid for at the unit contract price per cubic yard in place.
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SECTION TS-5
REMOVAL OF WATER
-1.
SCOPE:
A.
The work shall consist of the removal of surface water and ground water as needed to
perform the required construction in accordance with the specifications. It shall include (1)
building and maintaining all n'ecessary temporary impounding works, channels, and
diversions; (2) furnishing, installing and operating all necessary pumps, piping and other
facilities and equipment; and (3) removing all such temporary works and equipment after
they have served their purposes.
-2.
DIVERTING SURFACE WATER:
A.
The contractor shall build, maintain, and operate all cofferdams, channels, flumes, sumps,
and other temporary diversion and protective works needed to divert streamflow and other
surface water through or around the construction site and away from the construction work
while construction is in progress.
B.
Unless otheIWise qualified, the contractor shall furnish to the Engineer, his plan for diverting
surface water before beginning the construction work for which the diversion is required.
Acceptance of this plan will not relieve the contractor of responsibility for completing the
work as specified.
DEW A TERING THE CONSTRUCTION SITE:
Foundations, and other parts of the construction site shall be dewatered and kept free of
standing water or excessively muddy conditions as needed for proper execution of the
construction work. The Contractor shall furnish, install, operate and maintain all drains,
sumps, pumps, and other equipment needed to perform the dewatering as specified.
Unless otherwise specified, the contractor shall furnish to the Engineer, his plan for
dewatering before beginning the construction work for which the dewatering is required.
Acceptance of this plan will not relieve the contractor of responsibility for completing the
work as specified.
REMOVAL OF TEMPORARY WORKS:
After the temporary works have served their purposes, the contractor shall remove them to
the extent required to present a sightly appearance and to prevent any obstruction of the flow
of water or any other interference with the operation of or access to the permanent works.
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A.
MEAStJRE~1ENT AND PAYMENT:
Work under this section will be subordinate to other items of the specifications and no
separate payment will be made therefor.
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D.
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SECTION TS-6
SHORING AND SHEETING
GENERAL:
The work covered in this section includes the necessary design and installation of shoring,
bracing, sheeting, sheet piling, or com binations thereof to protect existing structures adjacent
to the excavations for the pipe line and drainage structures; and to protect workmen and the
public.
The Contractor is solely responsible for the shoring materials, means and methods and the
sequences and procedures for employing them. Such measures shall meet or exceed
O.S.H.A. requirements.
SYSTEM DESIGN AND INSTALLATION:
The Contractor will employ a qualified professional engineer, registered to practice in the
State of Georgia, to provide the necessary engineering services to design and inspect the
installation of necessary shoring systems. The design, materials, and installation of the
system must adequately prevent the subsidence or collapse of, or damage to, adjacent
materials and structures,. and permit the installation of the pipeline and appurtenances in
conformity with other sections of the specifications.
The support systems shall be the sole responsibility of the Contractor and his engineer. The
plans of systems, stamped and signed by the Contractor's engineer, shall be submitted to the
Owner for his records, but not for his approval.
The system design may be based on the soils report attached as Appendix "A," but shall not
be limited by this information. The Owner makes no warranty, expressed or implied, of the
accuracy of the data given in the soils report. The Contractor and his engineer shall satisfy
themselves of the existing conditions and shall procure any additional testing or information
needed to design and install an adequate shoring system.
Installation adjacent to Washington Road may be subject to review and inspection of the
Georgia Department of Transportation. The Contractor shall notify and coordinate his
activities with their representative.
MA TERIALS AND \VORKMANSHIP:
The Contractor shall execute the shoring plan in conformity with the submitted plans and to
the satisfaction of his engineer and other approving authorities~
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The Contractor shall employ only skilled craftsman experienced with the system or systems
to be utilized.
The Contractor will utilize materials of substantial substance and quality to insure a sound
system.
MEASUREMENT AND PA YMENT:
Payment for this work will be considered subsidiary to other work and no separate payment
will be made therefor.
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SECTION TS-7
RA W WATER TRANSMISSION MAIN
-1.
GENERAL:
This section covers the installation of all piping, fittings, valves and appurtenances for raw
water transmission, complete.
MATERIALS:
PIPE AND JOINTS:
1. General: Except as otherwise indicated on the drawings, all raw water pipe shall be
ductile iron pipe. Pipe thickness shall be in accordance with ANSI A21.50/A WW A
C150 for Pressure Class 200.
2. Ductile iron pipe is to be manufactured in accordance with ANSI A21.51/AWWA
C151-96 having a minimum 60,000 psi tensile strength, 42,000 psi minimum yield
strength and lO percent elongation. Each pipe shall be pressure tested at 500 psi
minimum at point of manufacture.
3. Pipe shall have bituminous coating outside approximately 1 mil thick. The coating
shall be applied in accordance with ANSI A-2l.511 A WW A C l51-96. The pipe shall
be cement mortar lined in accordance with the latest version of ANSIA21.4/A WW A
C104.
4. The pressure class, net weight without lining and name of manufacturer shall be
clearly marked on each length of pipe. The letters "D.L" or "DUCTILE" shall be cast
or stamped on the pipe.
5. Push-On Joints: Unless otherwise indicated on the drawings, joints in ductile iron
pipe shall be the single-gasket, push-on type meeting the requirements on ANSI
A21.1l/AWWA Cll1. Push-on joints shall be U.S. Pipe's "Tyton Joint," or
ACIPCO's "Fastite." Joints to be furnished complete with all necessary accessories.
6. Restrained Joint Pipe and Fittings: Restrained joints in pipe and fittings shall be of
the single gasket push-on type, and shall conform to all applicable provisions of
ANSI / A WW A Standard C Ill. Thickness of the pipe barrel remaining at grooves
cut, if required in the design of the restrained end joints, shall not be less than the
nominal thickness of equal sized non-restrained pipe as specified above for the
centrifugally cast ductile iron pipe. The restraining components, when not cast
integrally with the pipe and fittings, shall be compact ductile iron or a high strength
non-corrosive alloy steel. The proper num ber of gaskets, bolts, nuts and all necessary
joint material shall be furnished. Each thrust-resistant joint and the pipe and fitting
of which it is a part, shall be designed to withstand the axial thrust from an integral
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pipeline pressure of at least 350 psi, 4 inch through 24 inch; 250 psi, 30 inch through
48 inch; and, 150 psi, 54 inch and above, at bulkhead conditions without reduction
because of its position in the pipeline nor for support from external thrust blocks.
Restrained push-on joint pipe and fittings shall be capable of being deflected after
assembly. Fittings for restrained joints shall be manufacturer's standard to
accommodate job conditions and shall be compact ductile iron in accordance with
applicable requirements of ANSI A21.IO/A WW A ClIO and/or A21.53/Cl53 with
the exception of manufacturer's proprietary design dimensions. Restraint of field-cut
pipe shall be provided in strict accordance with the pipe manufacturer's field cutting
and welding procedures or as specified in "Mechanical Joint Pipe and Fittings."
a. Lining shall be as specified for balance of pipe and fittings as specified
elsewhere.
b. Manufacturer shall furnish to the Owner, certification that two pipes joined
by the restrained joint have been successfully tested to 700 psi, for sizes 4
inch through 24 inch and/or 500 psi, for sizes 30 inch through 60 inch,
without any external support or blocking. Such testing and certification shall
be witnessed and attested by an independent approved testing laboratory.
c. Restrained joint pipe and fittings shall be U. S. Pipe's ''TR Flex" or
ACIPCO's "Loc- Ring~"
7.
Mechanical Joint Pipe and Fittings: Where pipe sizes 48 inches and less are called
for on the plans, and where field cutting of such pipe is required for installation,
mechanical joint pipe and fittings may be used with the approval of the engineer.
However, all mechanical joints must be fully restrained and meet the same
requirements of "Restrained J oint Pipe and Fittings" above.
a. Fittings and accessories shall be mechanical joint in accordance with ANSI
A21.10/A WW A ClIO and ANSI A21.II/A WW A CII1. Fittings shall be
ductile iron Class 350 (4 inch through 24 inch) and Class 250 (30 inch
through 48 inch). Fittings will be cement lined in accordance with ANSI
A21.4/AWWA C104. Fittings shall have a bituminous outside coating in
accordance with ANSI A21.IO/A WW A C104.
b. The mechanical joint restraint shall be incorporated into the design of the
follower gland. The restraining mechanism shall consist of individually
actuated wedges that increase their resistance to pull-out as pressure or
external forces increase. The device shall be capable of full mechanical joint
deflection during assembly and the flexibility of the joint shall be maintained
after burial. The joint restraint ring and its wedging components shall be
made of grade 60-42-10 ductile iron conforming to ASTM A536-84. The
wedges shall be ductile iron heat treated to a minimum hardness of370 BHN.
Dimensions of the gland shall be such that it can be used with the
standardized mechanical joint bell conforming to the latest revisions of ANSI
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A21.111AWWA Clll and ANSI A21.53/AWWA C153. Torque limiting
twist-off nuts shall be used to insure proper actuation of the restraining
wedges. The mechanical joint restraint shall have a rated working pressure
of 350 psi, 16 inch and smaller and 250 psi, 18 inches to 48 inches. The
restraint shall be the Series l1O0 MEGALUG restraint as produced by EBAA
Iron, Inc. or ap.proved equal.
8. Flanged Pipe and Fittings: Flanged pipe shall be in accordance with ANSI
A21.l5/A WW A C 115. Pipe barrels and flanges shall have a taper pipe thread (NPT)
in accordance with B 1.20. l, with thread diameters adapted to ductile iron pipe
standard outside diameters.
a. Ductile iron pipe used for flanging shall be centrifugally cast and meet all
requirements of ANSI A21.51/A WW A C151.
b. Flanges and flanged fittings shall conform to the requirements specified in
ANSI A21.IO/AWWA ClIO and ANSI A21.53/AWW A C153.
9. PCCP Adapters: Prestressed concrete cylinder adapters shall be anchored mechanical
joint as manufactured by Price Brothers Co.
10. Dismantling Joints: Dismantlingjoints shall be as manufactured by Viking Johnson,
and are distributed by The Wickliff Co., Alpharetta, Georgia.
B.
SHOP DRAWINGS: Shop drawings shall be submitted for all raw water transmission mains
and fittings for a complete job; bends and deflections shown on the plans are approximate
only and are to be superseded by approved shop drawings.
c.
CONTROL VALVES: All control valves shall be of the butterfly type as shown on the
plans.
1. All butterfly valves shall be of the tight closing, rubber-seat type that fully complies
with the latest revision of A WW A C504 where applicable. All valves shall be
A WW A Class 150B unless otherwise indicated on the plans. Valves shall be bubble-
tight at rated pressures in either direction, and shall be satisfactory for applications
involving throttling service and/or operation and for applications involving valve
operation after long periods of inactivity. Valve discs shall rotate 900 from the full
open position to the tight shut position. The manufacturer shall have manufactured
60 inch, tight-closing, rubber-seat butterfly valves for a period of at least five (5)
years.
2. All valve bodies shall be cast. iron ASTM A-l26 Class B, narrow body design.
Flange drilling shall be in accordance with ANSI B l6.1 standard for cast iron
flanges. Body thickness shall be in strict accordance with A WW A C504 where
applicable.
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3. All valve discs shall be constructed either of cast iron ASTM A-48 with stainless
steel seating edge or ductile iron ASTM A-536 with stainless steel seating edge. The
disc shall not have any hollow chambers that can entrap water. All surfaces shall be
visually inspected and measurable to assure all structural members are at full design
strength. Disc and shaft connection shall be made with stainless steel pins.
4. Valve shafts shall be turned, ground and polished and constructed of 18-8 Type 304
or Type 316 stainless steel. Shafts shall be two-piece, stub-type keyed for operator
connection. Shaft diameters shall meet minimum requirements established by latest
revision of A WW A C504 for their class where applicable.
5. All seats shall be of a synthetic rubber compound. Seats shall be retained in the valve
body by mechanical means without retaining rings, segments, screws or hardware of
any kind in the flow stream. Seats shall be a full 3600 without interruption. Valve
seats shall be field adjustable around the full 3600 circumference and replaceable
without dismantling operator, disc or shaft and without removing the valve from the
line. Manufacturer shall certify that rubber seat is field replaceable.
6. All valve bearings shall be fitted with sleeve-type bearings. Bearings shall be
corrosion resistant and self-lubricating. Bearing load shall not exceed 1/5 of the
compressible strength of the bearing and shaft material.
7. Valve operators shall conform to A WW A C504 and shall be designed to hold the
valve in any intermediate position between full open and fully closed without
creeping or fluttering. All valve operators shall be of the manually operated worm
gear type with valve position indicator unless otherwise shown on the plans. Worm
gear operators shall be equipped with a handwheel and a handwheellocking device.
Operators located in vaults or underground shall be designed for buried/submerged
service. Operators shall be mounted in the positions indicated on the drawings.
Valves shall be provided with torque tube floorstands, shaft extensions, and any other
accessories or hardware required.
8. The valve interior and exterior shall have the manufacturer's standard finish.
9. Butterfly valves shall be Triton XR-7Q valves, manufactured by The Henry Pratt
Company, Aurora, lllinois, or approved equal.
10. The manufacturer furnishing valves under this specification shall be prepared to show
proof that the valves proposed meet the design requirements of A WW A C504.
D.
AIR AND VACUUM/AIR RELEASE V ALVES: Combination air valves, air and vacuum
valves, and air release valves sh.all be installed at high points in the line and at other locations
as indicated in the project plans. Valves shall be sized for discharge only. Valves shall be
sized for a filling rate of 42,000 gpm and at the operating pressure indicated on the
plans for each respective air valve location. All air valves shall be sized so that only one
valve is required at each location to adequately protect the pipeline. All air valves shall be
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hydrostatically tested to 300 psi minimum and shall be rated for at least twice the operating
pressure.
l. Slow-Closin g Combination Air Valve: All com bination air and vacuum valves shall
be the slow-closing type designed to automatically exhaust large quantities of air
during filling, release small amounts of accumulated air during operation and allow
air to re-enter during draining or when negative pressure occurs. The slow-closing
combination air valve shall incorporate a surge check valve to minimize slam and
possible damage during closure.
a. The kinetic air and vacuum valve shall be designed to exhaust air at up to
sonic velocity without blowing shut. The outlet shall be the same size as the
inlet. The float shall be the only moving part and shall seal against a
renewable resilient seat. The float shall be made of spherical stainless steel.
The air and vacuum valve shall have the outlet covered with a steel protector
hood.
b. The air release valve shall be of adequate size and pressure rating to release
small amounts of air under pressure. If the air release valve is separate from
the air and vacuum valve, it shall be side connected to the upper valve but
separated with a bronze isolation shut-off valve.
c. The surge check shall be designed to close during the transition from air to
water, reduce the flow of water, slow the closing speed of the air valve and
minimize slam. It shall allow air re-entry during vacuum.
d. The entire valve assembly shall be bolted to an inlet isolation butterfly valve
of the same nominal size as the air and vacuum valve. The isolation valve
shall be wafer or double flanged style constructed to A WW A Standards with
hand lever and variable position locking device. The seat shall be freely
interchangeable from the body without need for special tools or skill. The
seat shall be Buna-N, molded with a steel flanged insert for high strength and
tight seating. The disc must pivot eccentrically from closed position to clear
center valve area.
2. Air and Vacuum Valve: The air and vacuum valve shall employ the kinetic principle
to automatically .exhaust large quantities of air during the filling of a pipeline or
vessel and to allow air to re-enter during draining or when a negative pressure occurs.
Valves shall be designed to exhaust air at up to sonic velocity without blowing shut.
a. The inlet shall be .the nominal size of the valve and the outlet shall be the
same size as the inlet. The float shall seal against a renewable resilient seat.
b. A protective steel cowl shall be provided on the outlet. .
c. The air and vacuum valve shall be bolted to an inlet isolation butterfly valve
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of the same nominal size as the air and vacuum valve. The Isolation valve
shall be wafer or double flanged style constructed to A WW A Standards with
hand lever and variable position locking device. The seat shall be freely
interchange.able from the body without need for special tools or skill. The
seat shall be Buna-N, molded with a steel flanged insert for high strength and
tight seating. The disc must pivot eccentrically from closed position to clear
center valve area.
3. Air Release Valves: The air release valve shall be float operated and shall
automatically release accumulated air from the pipeline while the system is
pressurized and operating.
a. The air release valve shall be provided with a bronze isolating valve to isolate
the valve from the system for inspection and repair.
-3.
RAW WATER TRANSMISSION MAIN INSTALLATION:
A.
HANDLING AND STORING MATERIALS: Unload pipe so as to avoid deformation or
other injury thereto. Place no pipe within pipe of a larger size. Store pipe and fittings on
sills above storm drainage level and deliver for laying after the trench is excavated. Valves
shall be drained and so stored as to protect them from freezing.
B.
PIPE LAYING - GENERAL: The interior of the pipe shall be clean and joint surfaces wiped
clean and dry when the pipe is lowered into trench. Lower each pipe, fitting and valve into
the trench carefully and lay trueto line and without objectionable breaks in grade. The depth
of cover below finished grade shall be not less than 3 feet, or as shown on the drawings.
Give all pipes a uniform bearing on the trench bottom. Allow no trench water or dirt to enter
the pipe after laying. Insert a watertight plug in the open end of the piping when pipe laying
is not in progress.
TUNNELING: Where required by the drawings, the water line will be installed by tunneling.
See Section TS-13 of these specifications for specific tunneling methods and materials.
1. Where tunneling is required under highways, the materials and workmanship will be
in accordance with the standards of the State Highway Department or local authority.
a. Carrier Pipe: The carrier pipe shall be ductile iron as specified herein.
b. Casing Spacers: Casing spacers shall be installed on the carrier pipe
throughout the length of the tunnel. The spacers shall be constructed of all
stainless steel. The spacers shall be designed to provide restraint of the
carrier pipe through the tunnel section. The casing spacers shall be as
produced by Cascade Waterworks Manufacturing Company, Yorkville,
lllinois, or equal.
c. Installation: The tunnel shall be constructed in accordance with Section TS-
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13 of these specifications.
d. All restrained joints shall be fully extended throughout the tunnel
section, or as otherwise recommended by the pipe manufacturer.
e. Casing spacers shall be installed according to the manufacturer's
recommendations throughout length of tunnel.
f. The ends of the casing shall be sealed with brick and mortar.
PRESSURE AND LEAKAGE TEST: Before any work will be accepted for final payment,
the Contractor will fill the piping with water, open outlets as necessary to expel the entrapped
air. Thereafter, fumish the necessary equipment and test the piping in accordance with
A WW A Standard C600-93, under the supervision of the Engineer for a period of at least 2
hours. Inspect all exposed pipe, fittings, and joints, and remedy to the satisfaction of the
Engineer any defects discovered. Continue the test until all visible leaks have been
eliminated from the part of the system under test, and the pressure remains constant.
1. Conduct leakage test in accordance with A WW A Standard C-600-93, Section 4.1.
No pipe installation will be accepted until the leakage is less than the number of
gallons per hour as determined by the formula:
. L = [SDfp]1l33,200
L = Allowable leakage in gallons per hour.
S = Length of pipe tested in feet
D = The nominal diameter of the pipe in inches.
P = The average test pressure during the leakage test in pounds per square
inch gauge.
PAINTING: Exposed piping and appurtenances in the manifold vaults in, other vaults, and
outlet structures shall be painted in accordance with "Miscellaneous Metals" section ofthese
specifications. Color for pipe shall be Sherwin Williams "Turbine Blue" or approved equal.
Valves and accessories shall be black.
-4.
AS-BUlL T DRAWINGS:
A.
As the work progresses, record on one set of utility drawings all changes and deviations from
the contract drawings in sizes, lines or grade. Record also the exact final location of water
lines by offset distances to surface improvements such as edge of existing pavement or to
property lines, etc. at a maximum interval of 20q feet. Make sufficient measurements to
locate definitely all water liries etc.; to permanent points. The drawings will show references
to all valves, fittings, pipe brand changes, etc. Transfer accurately all such records in red
pencil to white prints of the utility drawings and deliver them to the Engineer with monthly
payment estimate.
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-5.
A.
MEASUREMENT ANDP A YMENT:
Payment will be made as follows:
1. Pipelines will be .paid for at the unit price amount as shown on the bid schedule for
each size, type, and class installed. Fittings will be paid for at the unit price per
pound of standard published body weight, without accessories. Valves will be paid
for at the lump sum amount as shown in the bid schedule for each size, type and class
installed, complete with box or vault as shown on the plans. No deductions will be
made for the laying length of valves and fittings installed within a pipeline.
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SECTION TS-8
WATER DISTRIBUTION
GENERAL:
This section covers the installation of all piping, fittings, valves and appurtenances for water
distribution, complete.
MA TERIALS:
Except as otherwise indicated on the drawings, all underground water lines shall be
constructed of ductile iron, galvanized steel or polyvinyl chloride (PVC) pipe suitable for the
working pressures shown on the drawings.
PIPE AND JOINTS:
1. Ductile Iron Pioe: Ductile iron pipe shall be designed in accordance with ANSI
Specification A21.50, using 60,000 psi tensile strength, 42,000 psi yield strength and
ten (10) percent elongation. All pipe shall be designed for a minimum 200 psi water
pressure, 2-112 foot to 8 foot cover, laying condition Type 2 and at least 100 psi surge
allowance, and a 2 to 1 factor of safety.
a. Ductile iron pipe is to be manufactured In accordance with ANSI
Specification A21.51 with 60,000 psi minimum tensile strength, 42,000 psi
minimum yield strength and ten (10) percent minimum elongation. Each pipe
shall be pressure tested at 500 psi minimum at point of manufacture.
b. Pipe shall have bituminous coating outside and be cement lined and seal
coated inside in accordance with ANSI Specification A2iA.
c. The class or nominal thickness, net weight without lining and name of
manufacturer shall be clearly marked on each length of pipe. The letters
"D.!." or "Ductile" shall be cast or stamped on the pipe.
d. Joints in ductile iron pipe shall be mechanical joint or push-on type, such as
U.S. Pipe's "Tyton Joint", American's Fastite or Clow's Bell Tite.
e. Joints to be furnished according to ANSI Specifications A21.ll, complete
with all necessary accessories.
2. Galvanized Steel Pioe: Galvanized steel pipe shall conform to ASTM Specification
A 120. Fittings shall be galvanized, malleable iron, screwed, Class B, meeting
Federal Specification WW - P-521 e.
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3.
Polyvinyl Chloride (PVC) Pipe: PVC pipe shall conform to A WW A C900, and
shall be unplasticized polyvinyl chloride pipe approved by the National Sanitation
Foundation, Factory Mutual and the Society of the Plastics Industry for potable water
use. Joints shall be of the o-ring, push-on type with standard laying lengths of20 feet
:tl inch. Pipe shall be pressure Class 200.
4.
FITTINGS: Fittings for all underground piping, except steel shall be Ductile Iron
Class 350 (4 inch through 24 inch) and Class 250 (30 inch and larger) in accordance
with ANSI Specification A21.1O. Fittings will be cement lined in accordance with
A21.4 as shown above.
a. 4 inch through 12 inch fittings may be made from Ductile Iron Grade 70-50-
05 in accordance with ANSI!A WW A A21.53/CI53. Fittings and accessories
shall be mechanical joint or push-on joint in accordance with ANSI! A WW A
A21.1O/CllO and ANSI!A WW A A21.ll/Cll1. The wall thickness of
fittings shall be the equivalent of Ductile Iron Class 54. The working
pressure rating shall be 350 psi. Fittings shall have a .bituminous outside
coating in accordance with ANSI! A WW A A2l.1 O/C 11 O. Fittings shall be
cement lined and seal coated with bituminous material in accordance with
ANSI!A WW A A2l.4/C104. Fittings shall be equal to U.S. Pipe's "Trim-
Tyte" or "Trim- Tyton" or Engineer's approved equal.
5.
RESTRAINED JOINT PIPE AND FITTINGS: Restrained joints in pipe and fittings
shall be of the single gasket push-on type, and shall conform to all applicable
provisions of ANSI! A WW A Standard A21.1l/C 1 11. Thickness of the pipe barrel
remaining at grooves cut, if required in the design of the restrained end joints, shall
not be less than the nominal wall thickness of equal sized non-restrained pipe as
specified hereinabove for the centrifugally cast ductile iron pipe. Restrained joints
using set screws, or bolts, or expanding metal inserts will not be acceptable. The
restraining components, when not cast integrally with the pipe and fittings, shall be
ductile iron or a high strength non-corrosive alloy steeL Tee head bolts and
hexagonal nuts for all restrained joints in pipe and fittings shall be of high strength
cast iron with composition, dimensions and threading as specified in ANSI! A WW A
Standard A21.ll/C 11 i, except that the length of the bolts shall meet the
requirements for the restrained joint design. The proper number of gaskets, bolts,
nuts and all necessary joint material shall be furnished. Each thrust-resistant joint and
the pipe and fitting of which it is a part, shall be designed to withstand the axial
thrust from an internal pipeline pressure of at least 350 psi, 4 inch through 24 inch,
and 250 psi, 30 inch and above, at bulkhead conditions without reduction because of
its position in the pipeline nor for support from external thrust blocks. Restrained
push-on joint pipe and fittings shall be capable of being deflected after assembly.
Fittings for restrained joints shall be manufacturer's standard to accommodate job
conditions and shall be ductile iron.
a. Lining shall be as specified for balance of pipe and fittings as specified elsewhere.
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b. Manufacturer shall furnish to the Owner, certification that two pipes joined
by the restrained joint have been successfully tested to 700 psi, for sizes 4
inch through 24 inch and/or 500 psi, for sizes 30 inch through 54 inch,
without any external support or blocking. Such testing and certification shall
be witnessed and attested by an outside testing laboratory such as PTL,
Outlaw or approved testing laboratory.
c. Restrained joint pipe and fittings shall be U.S. Pipe TR Flex of American
Lock-Fast.
c.
VALVES: Valves shall be set at the locations indicated on the drawings. Valves shall be
of the gate type or of the butterfly type, as indicated.
1. Before setting each valve the interior shall be wiped clean and the opening and
closing mechanism shall be treated. Valves shall be set with the stems plumb and at
the exact locations shown. The required concrete footpiece shall be provided under
each valve. Valve boxes shall be installed as shown on the drawing standard details,
being plumb, with tops at finished grade and the trench backfill thoroughly tamped
for a distance of three feet on each side of boxes.
a. Gate Valves: At the Contractor's option, either of the following types of gate
valves can be used.
(1) Resilient Seated Type Gate Valves: Gate valves, 4 inch to 12 inch,
shall be of the iron body, non-rising bronze stem, resilient seated
wedge type conforming to A WW A C509, latest revision. They shall
have a working pressure rating of 200 psi with the valve body,
bonnet, stuffing box and disc castings manufactured of ASTM A-126
Class B grey iron. Valves shall be provided with operating nut unless
otherwise shown on the drawings and shall ODen bv clockwise
rotation of the valve stern. They shall have a full opening flow way
of equ~l diameter of the normal size of connecting pipe. End
connections shall be furnished with all necessary joint materials.
Stuffing boxes shall have o-ring stem seals arid shall be bolted and
constructed so as to permit easy removal of parts for repair.
(a) All internal ferrous metal surfaces shall be fully coated,
holiday free, to a minimum thickness of 4 mils with a two part
thermosetting epoxy coating. Said coating shall be non-toxic,
impart no taste to water and protect all seating and adjacent
surfaces from corrosion and prevent buildup of scale or
tuberculation. The coating must be formulated from materials
deemed acceptable per the FOOD AND DRUG
ADMINISTRATION DOCUMENT TITLE 2l of the
FEDERAL REGULATIONS ON FOOD ADDITIVES,
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SECTION l21.2514 entitled, RESINS AND POLYMERIC
COATINGS.
(b) Gate valves inside structures shall be supplied with
handwheels, and shall have flanged ends. Valves to be
installed underground shall have mechanical joints and be of
one make. The manufacturer shall subject each valve to two
hydrostatic pressure tests:
(i) Seat Test: There shall be no leakage past the seat
from either side of the disc or at the bonnet flange or
steam packing at 200 psi.
(ii) Shall (bulkhead) Test: There shall be no leakage
through the metal, bonnet flange or stem packing at
400 psi.
(2) Double-Disc Type Gate Valves: Gate valves shall be of the double-
disc type designed for working pressure of 200 psi. All gate valves
shall have a clear waterway equal to the full nominal diameter of the
pipe and shall be opened by turning valve clockwise. Each valve
shall have the initial of the maker, pressure rating and year of
manufacture, cast on the body. Prior to shipment from the factory,
each valve shall be tested by hydraulic pressure equal to twice the
specified working pressure. Valves to be operated by handwheel or
operating nut shall have an arrow cast in the metal indicatim! the
direction of opening. which shall be clockwise.
(a) Unless otherwise shown on the drawings, valves 3 inches and
larger shall be iron body brass mounted and shall conform to
the Specifications for Gate Valves, 3 through 48 inch NPS,
For Water and Sewage Systems, A WW A, C500. Valves to be
installed underground shall be non-rising stem type with 2
inch square operating nut with mechanical joint ends. Gate
valves located inside structures shall be supplied with
handwheels, and shall have flanged ends.
(b) Valves smaller than 3 inches shall be all brass and shall
conform to the requirements of Federal Specification WW - V-
54.
b.
Butterfly Valves: All butterfly valves shall be of the rubber seated, tight
closing type designed for a working pressure of 150 psi. The valve disc shall
rotate 90 degrees from the full open to the full shut positions and shall be
suitable for direct burial. Valves shall meet or exceed the requirements of
A WW A Standard C504 for Class l50B. The manufacturer of the valves shall
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have been manufacturing direct burial butterfly valves for at least five years.
Prior to shipment from the factory, each valve shall be bubble tight with flow
in either direction according to the testing requirements of A WW A Standard
504.
(1 ) Valve bodies shall be of cast iron according to ASTM Specification
A-126 Class B and shall have integrally cast mechanical joint ends.
The trunnions for the shaft bearing shall be integral with the body.
Bearings shall be of the sleeve corrosion-resistant, and self-
lubricating type. Shafts shall be polished stainless steel, extending
the full diameter through the valve disc. Valve discs shall be an alloy
cast iron according to ASTM Specifications A-436, Type 1. Valve
seats shall be of rubber and shall be molded, vulcanized and bonded
to the body of the valve or mechanically retained to the disc by a
stainless steel retaining ring with set screws. The bond shall have a
minimum tensile strength of75 pounds when tested under ASTM D-
429, Method B. Valve operators shall develop the minimum torques
of Table 1 of A WW A Standard operating nut and shall be gasketted
and grease packed. A mechanical limit device to prevent overtravel
of tlie disc in the open and shut positions shall be provided. The
valve shall open by turnin~ the operatin~ nut clockwise.
c. Check Valves: . Check valves shall be designed for a working pressure of not
less than 150 psi, or as indicated or directed, with a clear waterway equal to
the full nominal diameter of the valve.
(1) Valves shall be designed to permit flow in one direction, when the
inlet pressure is greater than the discharge pressure, and to close
tightly to prevent return flow when discharge pressure exceeds inlet
pressure.
(2) Cast on the body of each valve shall be the manufacturer's name,
initials, or tr?demark by which he can be identified readily, valve
size, worki~g pressure, and direction of flow.
(3) Valves 2 inches and smaller shall be all bronze, designed for screwed
fittings. Valves larger than 2 inches shall be iron body, bronze
mounted, with flanged ends of the non-slam type, with Class 125
flanges'complYing with ANSI B-l56.1.
D.
FIRE HYDRANTS: Fire ~ydrants connected to 6 inch or larger mains shall comply with the
requirements of A WW A C-502 and shall be of the Traffic Model Type, incorporating a
break-away feature. Hydrant sha]l be of the dry-barrel type suitable for l50 psi working
pressure with 4-1/2" valve opening and they shall be equal to Mueller Catalog No. A-42l.
Each hydrant shall have two 2-1/2" hose nozzles and 1 steamer nozzle. Bury to bottom of
ditch shall be 3'-6".
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B.
1. Fire hydrants connected to 4-inch or smaller mains. shall be of the dry-barrel type
with 2-1/8" valve opening, suitable for 150 psi working pressure, similar to Mueller
No. A-411 with single 2-1/2" hose nozzle. Threads and other requirements shall be
as for 4-1/2" hydrants.
A seat wrench and two operating wrenches shall be furnished. Fire hydrants on
streets shall be field painted yellow with white reflective dom~ and nozzles. Fire
hydrants on bulkheads or docks shall be painted Pittsburgh "Ebony Green," or equal.
E.
SER VICE STOPS: All fittings for new 1" water service connections shall be of red brass
as follows:
Curb Stops
Corporation Stops
Ford B41-333 or equal
Ford FB 1000-3 or equal
F.
SERVICE PIPE:
1. Pipe shall be continuous and seamless Type K copper conforming to A WW A VC-
800, latest revision, and ASTM B-88.
2. Minimum size for residential use shall be 1".
VALVE BOXES: A cast iron valve box similar and equal to Clow F2450 shall be installed
over each underground valve. The word "Water" shall be cast on the valve box cover.
FROSTPROOF YARD HYDRANTS: Frostproof yard hydrants shall be % inch, anti-
freezing, Model M-577, complete with wrench, as manufactured by Murdock, Inc.,
Cincinnati, Ohio, or equal and painted Pittsburgh "Ebony Green," or equal.
WATER DISTRIBUTION SYSTEM INST ALLA TION:
HANDLING AND STORING MATERIALS. Unload pipe so as to avoid deformation or
other injury thereto. Place no pipe within pipe of a larger size. Store pipe and fittings on
sills above storm drainage level and deliver for laying after the trench is excavated. Valves
shall be drained and so stored as to protect them from freezing.
PIPE LAYING - GENERAL: The interior of the pipe shall be clean and joint surfaces
wiped clean and dry when the pipe is lowered into trench. Lower each pipe, fitting and
valve into the trench carefully and lay true to line and without objectionable breaks in grade.
The depth of cover below finished grade shall be not less than 3 feet, or as shown on the
drawings. Give all pipes a uniform bearing on the trench bottom. Allow no trench water or
dirt to enter the pipe after laying. Insert a watertight plug in the open end of the piping when
pipe laying is not in progress.
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c.
BORING AND JACKING: Where required by the drawings, the waterline will be installed
in a steel casing, placed by boring and jacking.
1. Where boring is required under highways, the materials and workmanship will be in
accordance with the standards of the State Highway Department of local authority.
Boring and jacking under railroads will be governed by the latest A.R.E.A.
Standards, Part 5, "Pipelines" and those of the railroad involved.
2. Casing Pipe: The casing pipe shall conform to the materials standards of ASTM
Designation A252, with minimum wall thickness ofO.2l9 inch. Steel pipe will have
a minimum yield strength of 35,000 psi. Casing pipe shall be joined together with
welded joints.
3. Carrier Pipe: The carrier pipe shall be ductile iron as specified herein.
4. Installation: The 'steel casing shall be installed by the "Dry Bore and Jack" method.
If voids develop or if the bored hole diameter is greater than the outside diameter of
the pipe by more than approximately one (l) inch, remedial measures will be taken
as approved by the Engineer.
5. When installing waterline through casing, Contractor shall use mechanical joint pipe
with retainer glands throughout length of casing. The water main shall be strapped
to 8 foot long treated wooden skids with metal straps throughout length of casing.
The ends of the casing shall be sealed with rock and mortar.
D.
REACTION BLOCKING: All plugs, caps, tees, bends and other fittings shall be provided
with adequate reaction blocking as shown on the drawings. Reaction blocking shall be made
. to bear directly against the undisturbed trench wall. Where trench conditions are, in the
opinion of the Engineer, unsuitable for reaction blocking, the Contractor shall provide tied
joints to adequately anchor the piping as shown on the drawings. All the rods and clamps
shall be given a bituminous protective coating. .
E.
DETECTABLE TAPE: Detectable tape as manufactured by Reef Industries of Houston,
Texas, or equal shall be installed during the backfill operation at a point 1 foot below the
final finished grade.
l. The detectable tape shall be a 5.5 mil composition film containing one layer of
metalized foil laminated between two layers of inert plastic film specifically
formulated for prolonged use underground. The tape shall be highly resistant to
alkalis, acids and other destructive agents found in the soil.
2. The detectable tape shall bear a continuous printed message "Caution Water
Distribution Line Buried Below." The message shall be printed in permanent ink
formulated for prolonged use underground. Letters shall be clearly legible and have
a minimum height of l.2 inches.
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F.
PRESSURE TEST: Before any work will be accepted for payment, the Contractor will fill
the piping with water, open outlet as necessary for expelling the entrapped air. No fire
hydrant shall be opened full force during charging operations. Thereafter, furnish the
necessary equipment and test the piping under the supervision of the Engineer for a period
of at least 2 hours at 1.5 times the design pressure in pounds per square inch, based upon the
lowest elevation of the section under test. Pressure testing shall be in accordance with
A WW A Standard C600, Section 4.l. Inspect alljoints, and remedy to the satisfaction of the
Engineer any defects discovered. Continue the test until all visible leaks have been
eliminated from the part of the system under test, and the pressure remains constant.
G.
LEAKAGE TEST: Immediately following the pressure test, and before any work will be
accepted for payment, the Contractor shall perform the following leakage test: The duration
of the leakage shall be two hours and during the test the main or section of the main under
test shall be subjected to a pressure of 200 psi or as otherwise specified based on the lowest
point in the line or section under test and corrected to the elevation of the test gauge.
Leakage is defined as the quantity of water to be supplied into the newly laid pipe, or any
valved section thereof necessary to maintain the specified leakage test filled with water at the
test pressure. No pipe installation will be accepted until the leakage is less than the number
of gallons per hour as determined by the formula
L=ND'(p
7400
L = Allowable leakage in gallons per ho~r.
N = The number of joints in the section of pipe tested.
D = The nominal diameter of the pipe in inches.
P = The average test pressure during the leakage test in pounds per square
inch gauge.
The leakage test shall be conducted in accordance with A WW A Standard C-600,
Section 4.1.
STERILIZA TION:.
All piping complete with fittings and appurtenances shall be flushed until clean and sterilized
as specified in the applicable sections of A WW A Specification C651, "Disinfecting Water
Mains." Piping and appurtenances shall be thoroughly flushed then chlorinated with not less
than fifty parts per million (50 ppm). Calcium hypochlorite can be used. Water from the
existing distribution system or other source of supply should be controlled so as to flow
slowly into the newly laid pipeline during the application of chlorine. The solution should
be retained in the pipeline for notIess than 24 hours and a chlorine residual of 10 ppm should
be available at this time. The system shall then be flushed with potable water and the
sampling program started. The provisions of this paragraph apply equally to new pipe and
fittings and to existing pipe lines into which connections have been made or which may have
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been otherwise disturbed to the extent that contamination may have occurred. All
requirements of the health authorities shall be observed in executing this work.
1. Two (2) or more successive sets of samples, taken at 24 hour intervals and tested by
a State approved private lab, shall indicate bacteriologically satisfactory water and
the results submitted to the Owner.
-5.
WATER/SEWER SEPARATION:
A.
A 10-foot horizontal separation shall be maintained between water and sewer lines. Where
the horizontal separation cannot be met or where water and sewer lines must cross, an l8
inch vertical separation, water over sewer must be maintained. Where the above conditions
cannot be met, water and sewer lines shall be cast iron or ductile iron pipe with joints
staggered such that maximum separation between joints exists. The water line shall be
installed over the sewer line.
-6.
AS-BUrL T DRAWINGS:
As the work progresses, record on one set of utility drawings all changes and deviations from
the contract drawings in sizes, lines or grade. Record also the exact final location of water
lines by offset distances to surface improvements such as edge of existing pavement or to
property lines, etc. at a maximum interval of 200 feet. Make sufficient measurements to
locate definitely all water lines etc., to permanent points. The drawings will show references
to all valves, fittings, pipe brand changes, etc. Transfer accurately all such records in red
pencil to white prints of the utility drawings and deliver them to the Engineer with the
monthly payment estimate.
l\1EASUREl\1ENT AND PAYMENT:
Payment will be made only for elements in place and tested as follows:
1. Pipelines will be paid for at the unit contract price, per linear foot, for each size, type
and class installed, complete, including fittings. No deduction will be made for the
laying length of valves and fittings installed within pipe lines.
2. Valves will be paid for at the unit contract price for each size and type installed.
Payment therefore will include box or vault as shown on the plans.
3. Fire hydrants will be paid for at the unit contract price for each size installed,
complete with the lead piping, valve, and main tee, in place as shown on the plans.
4. Service lines will be paid for at the unit contract price for each size and type installed,
complete as shown on the plans.
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SECTION TS-9
SANITARY SEWER SYSTEM
SCOPE:
This section covers the construction of sanitary sewers and appurtenant structures, complete.
PERMITS AND CODES:
It is the intent of this section of the specifications that the Contractor's bid on the work
covered herein be based upon the drawings and specifications and with all applicable codes
and regulations as amended by any waivers. The Contractor's attention is directed to the
paragraph, "Permits and Licenses," of the GENERAL CONDITIONS.
TRENCHING AND BACKFll-LING:
Trenching and backfilling is specified under section entitled "Excavating, Trenching and
Backfilling for Pipe Lines."
SEWER MATERIALS:
SEWER PIPES: Except as otherwise shown on the drawings, pipe for sanitary sewers shall
be ductile iron pipe or PVC pipe. All gravity sewer pipe having less than three feet of cover
shall be constructed of ductile iron. Pipe materials shall conform to the following
requirements:
1. Ductile Iron Pipe: Ductile Iron pipe and fittings will be used where indicated on the
drawings and shall conform with the requirements of ANSI Specification A21.50 for
Class 50 pipe. Ductile iron pipe shall be cement lined inside and coated with a
bituminous coating outside.
2. Polyvinyl Chloride (PVC) Sewer Pipe: Polyvinyl chloride (PVC) sewer pipe shall
conform to the requirements of ASTM D-3034 for SDR-35 pipe. Provisions shall
be made for contraction and expansion at each joint with a rubber ring. The bell shall
consist of an integral wall section stiffened with two PVC retainer rings which
securely lock the solid cross section rubber rings into position.
a. Standard lengths shall be 20 feet and l2.5 feet :tl inch. Minimum "pipe
stiffness" (FillY) at 5% deflection shall be 46 for all sizes when tested in
accordance with ASTM Specification D24l2, "External Loading Properties
of Plastic Pipe by Parallel-Plate Loading."
B.
JOINTS: Joints in ductile iron pipe shall be in accordance with ANSI Specification A2l.ll.
Joints for PVC pipe shall be in accordance with ASTM 02855. Direct joints between
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different types of sewer pipe shall be made using special transition fittings made for the types
of pipe involved.
c.
FITTINGS: All fittings and accessories shall be as manufactured and furnished by the pipe
supplier or approved equal and have bell anclfor spigot configurations identical to that of the
pipe. Manhole couplings will be in.stalled wherever pipe passes through a manhole wall.
D.
MANHOLES: The Contractor shall furnish all materials and shall construct all the manholes
required as a part of this contract, including frames, covers and steps.
1. Description: Manholes shall conform in shape, size, dimensions, materials, and other
respects to the details indicated on the drawings, or as ordered by the Engineer.
2. Bases: Manholes shall have poured in place concrete bases.
3. Inverts: The inverts shall conform accurately to the size of the adjoining pipes. Side
inverts shall be curved and main inverts (where direction changes) shall be laid out
in smooth curves of the longest possible radius which is tangent to the centerlines of
adjoining sewers. Invert channels may be formed in the concrete of the base or may
be formed of brick and mortar upon the base.
4. Drop Manholes: Drop inlets shall be provided into manholes on sanitary sewers for
incoming lines having inverts 2 feet or more above the inverts of the manhole outlet
lines. Drop pipe and fittings shall be encased in masonry integral with the manhole
and extending from the manhole base to the top of the incoming sewer.
5. Concrete: Concrete for sewer structures shall consist of a mix of portland cement,
fine and coarse aggregate and water to produce concrete with a minimum
compressive strength at 28 days of not less than 3000 psi when tested in accordance
with ASTM designation C39 or C42.
6. Concrete Block: Concrete block shall be sound, hard, regular and uniform in shape
and size, and satisfactory to the Engineer. Concrete block shall conform to ASTM
Specification C 139. Rejected concrete block shall be removed from the work
promptly.
7. Mortar for Brick and Concrete Block Work: The mortar shall be composed of
portland cement, hydrated lime, and sand in which volume of sand shall not exceed
three times the sum of the volumes of cement and lime. The proportions of cement
and lime shall be as directed and may vary from l:3 for dense, hard burned brick to
1:: for softer brick. ill general, mortar of Grade SA brick shall be mixed in the
proportion of 1 :2:4:2.
a. Cement shall be type II portland cement as specified in the section entitled
"Concrete, Reinforcing Steel and Appurtenances."
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b. Hydrated lime shall be Type "S" conforming to the ASTM Specification
C207, "Standard Specification for Hydrated Lime for Masonry Purposes,"
latest revision.
c. The sand shall be graded such that all of the sand passes a No.8 sieve.
8.
Brick: The brick shall be sound, hard, and uniformly burned brick, regular and
uniform in shape and size, of compact texture and satisfactory to the Engineer. Brick
shall comply with the ASTM C321, "Standard Specification for Sewer Brick," (made
from clay or shale), for Grade SA, hard brick except that the mean of five tests for
absorption shall not exceed eight percent by weight.
a. Rejected brick shall be immediately removed from the work and brick
satisfactory to the Engineer substituted.
9.
Frames and Covers: The castings for the manhole frames and covers shall be of good
quality, strong, tough, even-grained cast iron, smooth, free from scale, lumps,
blisters, sandholes, and defects of every nature which would render them unfit for the
service for which they are intended.
a. All castings shall be thoroughly cleaned and subject to careful hammer
inspection.
b. Casting shall be at least Class 25 conforming to the ASTM Specification
A48, "Standard Specifications for Gray Iron Castings," latest revision.
c. Before being shipped from the foundry, castings shall be given two coats of
coal tar pitch varnish, applied in a satisfactory manner so as to make smooth
coating, tough, tenacious, and not brittle or with any tendency to scale off.
10.
Manhole Steps: Unless otherwise indicated, manhole steps shall be copolymer
polypropylene plastic, reinforced with 2" Grade 60 reinforcement. The steps shall
be capable of resisting pullout forces of over 1500 pounds and impact of up to 300
foot pounds with only minor deflection and no cracking. They shall be provided with
serrated tread and tall end lugs to prevent slippage forward, backward or sideways.
11.
Precast Concrete Sections: Precast concrete sections, if used, shall conform to the
ASTM Specification C478, "Specifications for Precast Reinforced Concrete Manhole
Risers, Bases and Tops," with the following exceptions and additional requirements:
a. Type II cement shall be used except as otherwise approved.
b. Manhole steps are specified under" Manhole Steps."
c. Sections shall be steam cured and shall not be shipped until at least five days
after having been cast.
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d. Minimum wall thickness shall be five inches.
e. Acceptance of the sections will be on the basis of material tests and
inspection of the completed product.
f. Cones shall be of the eccentric type.
g. Joints in riser sections shall be made with Butyl Rubber "Rope" conforming
to Federal Specification (GSA-FSS) SS-S-0021O.
h. No more than two lift holes may be cast or drilled in each section.
1. . The date of manufacture and the name or trademark of the manufacturer shall
be clearly marked on the inside of the barrel.
J. If precast bases are used, manufacturer shalJ provide to the Engineer,
calculations showing that the precast base as submitted will meet or exceed
the weight required to overcome buoyancy forces compared to the cast-in-
place bases as detailed on the drawings.
k. Precast inverts may be used provided they are acceptable to the Engineer and
regulatory agency approving the installation.
-5.
INSTALLATION:
A.
SEWER PIPE LAYING: Thepipe shall be laid with bell or groove end upgrade. Pipe shall
be tested for soundness, clear interior and satisfactory joint surfaces before lowering the pipe
into the trench. Pipe shall be laid in straight lines and on uniform grades between points
where changes in alignment or grade are shown. The pipe barrel shall be uniformly bedded.
The line and invert grade of each pipe shall be checked from a top line carried on batter
boards not over 25 feet apart or by use of a laser beam target inserted in each joint. Pipes
shall be laid to form a smooth, uniform invert. A stopper shall be installed in the pipe mouth
when pipe laying is not in progress.
BACKFILLING AROUND PIPE: As soon as the joint material has set, fine earth shall be
carefully tamped around each joint, and around and over the pipe to a depth of at least 2 feet
above the top of gravity pipelines. In addition, all PVC sewer pipe shall be bedded in
selected material from the pipe centerline down to a point one-fourth of the pipe diameter
below the pipe invert. Selected materials for this purpose shall be Class I or II soils as
specified in ASTM D232l:
SEWER STRUCTURES:
l. Laying Brick and Concrete Block Work: Only clean brick or block shall be used.
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The brick or block shall be moistened by suitable means, as directed, until they are
neither so dry as to absorb water from the mortar, nor so wet as to be slippery when
laid.
a. Each brick or block shall be laid in a full bed and joint of mortar without
repairing subsequent grouting, flushing, or filling, and shall be thoroughly
bonded as directed.
2.
Plastering and Curing BrIck or Block Masonry: Outside faces of masonry shall be
plastered with mortar from 3 inch to d inch thick. If required, the masonry shall be
properly moistened prior to application of the mortar. The plaster shall be carefully
spread and troweled so that all cracks are thoroughly worked out. After hardening,
the plaster shall be carefully checked by being tapped for bond and soundness.
Unbonded or unsound plaster shall be removed and replaced.
a. Masonry and plaster shall be protected from too rapid drying by the use of
burlap kept moist, or by other approved means, and shall be protected from
the weather and frost, all as required.
3.
Setting Precast Manhole Sections: Precast-reinforced concrete manhole sections
shall be set so as to be vertical and with sections and steps in true alignment.
a. All holes in sections, used for their handling, shall be thoroughly plugged
with mortar. The mortar shall be 1 part cement to 12 parts sand; mixed
slightly damp to the. touch (just short of balling) hammered into the holes
until it is dense and an excess of paste appears on the surface; and then
finished smooth and flush with adjoining surfaces.
4.
Setting Manhole Frames and Covers: Manhole frames shall be set with the tops
conforming accurately to the grade of the pavement or finished concentric with the
top of the masonry and in a full bed of mortar so that the space between the top of the
manhole masonry and the bottom flange of the frame shall be completely filled and
made watertight. A thick ring of mortar extending to the outer edge of the masonry
shall be placed all around the bottom flange. The mortar shall be smoothly finished
to be flush with the top of the flange and have a slight slope .to shed water away from
the frame.
a. Manhole covers shall be left in place in the frames on completion of other
work at the manholes.
5.
Bulkheads and Flushing: The contractor shall build a tight bulkhead in the pipeline
where new work enters an existing sewer. The bulkhead shall rernain in place until
its removal is authorized by the Engineer.
a. Care shall be taken to prevent earth, water and other materials from entering
the pipe, and when pipe laying operations are suspended, the Contractor shall
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7.
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9.
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maintain a suitable stopper in the end of the pipe and also at openings for
mariholes~ All sanitary sewer, except building connections shall be flushed
with water in sufficient volume to obtain free flow through each line. All
obstructions shall be removed and all defects corrected. As soon as possible
after the pipe and manholes are completed on any line, the Contractor shall
flush out the pipeline using a rubber ball ahead of the water. None of the
flushing water or debris shall be permitted to enter any existing sewer.
Manhole Inverts: Manhole flow channels shall be constructed of concrete, sewer
pipe, brick or precast, and shall be of semicircular section. Each manhole shall be
provided with such channels for all connecting sewers.
a. The inverts shall conform accurately to the size of the adjoining .pipes. Side
inverts shall be curved and main inverts (where direction changes) shall be
laid out in smooth curves of the longest possible radius which is tangent to
the centerlines of adjoining sewers.
Drop Manholes: Drop inlets shall be provided into manholes on sanitary sewers for
incoming lines having inverts 2 feet or more above the inverts of-the manhole outlet
lines. Drop pipe and fittings shall be encased in masonry integral with the manhole
and extending from the manhole base to the top of the incoming sewer. Diameter of
drop manholes to be four feet 'at a minimum.
Temporary Plugs: At all times when pipe laying is not actually in progress, the open
ends of the pipe shall be closed by temporary watertight plugs or by other approved
means. If water is in the trench when work is resumed, the plug shall not be removed
until all danger of water entering the pipe has passed.
Joints and Structure Rightness: All pipe joints shall be made as nearly watertight as
practicable. There shall be no visible leakage at the joints and there shall be no sand,
silt, clay, or soil of any description entering the pipelines at the joints.
a. Leaks in the pipelines which cause infiltration or exfiltration to exceed limits
herein specified shall be repaired by replacing defective pipe. Grouting
and/or caulking to repair pipelines where excessive infiltration or exfiltration
is evident will not be permitted.
Fittings and Stoppers: Branches and fittings shall be laid by the Contractor as
indicated on the drawings and/or as directed by the Engineer. Open ends of pipe and
branches shall be closed with premolded gasket joint stoppers which conform with
the same requirements as pipe being used.
11.
Sewer Line Relation to Water Mains: Wherever possible sewer lines shall have at
least a 10 foot pipe-to-pipe horizontal separation from known or proposed water
mains. When a sewer crosses under a water main, there shall be at least 18 inches
from the crown of the sewer line to the bottom of the water main.
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14.
a. In all cases where adequate vertical separation as stated above cannot be
achieved (or whenever sewer lines must be installed to cross above a water
main), both the water and sewer lines shall be constructed of ductile iron pipe
a distance of 10 feet on each side of their intersection with one full length of
water main centered on the sewer line.
12.
Minimum Cover for Sewer Lines: Gravity sewer lines shan have a minimum of 3
feet of cover at the crown of the pipe. In cases where this minimum cover cannot be
achieved, cast iron or ductile iron pipe shall be used.
Detectable Tape: Detectable tape as manufactured by Reef Industries of Houston,
Texas, or equal shall be installed during the backfill operation at a point 1 foot below
the final finished grade.
a. The detectable tape shall be a 5.5 mil composition film containing one layer
of metalized foil laminate between two layers of inert plastic film specifically
formulated for prolonged use underground. The tape shall be highly resistant
to alkalis, acids and other destructive agents found in the soils.
b. The detectable tape shall bear a continuous printed message "Caution
Sanitary Sewer Line Buried Below." The message shall be printed in
permanent ink formulated for prolonged use underground. Letters shall be
clearly legible and have a minimum height of l.2 inches.
Boring and Jacking: Where required by the drawings, the sanitary sewer line will be
installed in a steel casing, placed by boring and jacking.
a. Where boring is required under highways, the materials and workmanship
will be in accordance with the standards of the State Highway Department or
local authority.
b. Boring and jacking under railroads will be governed by the latest A.R.E.A.
Standards, Part 5, "Pipelines" and those of the railroad involved.
c. Casing Pipe: The casing pipe shall conform to the materials standards of
ASTM Designation A252, with minimum wall thickness ofO.2l9 inch. Steel
pipe will have a minimum yield strength of 35,000 psi. Casing pipe shall be
joined together with welded joints.
d. Carrier Pipe: The carrier pipe shall be ductile iron as specified herein.
e. Installation: The steel casing shall be installed by the "Dry Bore and Jack"
method. If voids develop or if the bored hole diameter is greater than the
outside diameter of pipe by more than approximately 1 inch, remedial
. measures will be taken as approved by the Engineer.
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F.
(1) When installing water lines through casing, the Contractor shall use
mechanical joint pipe with retainer glands throughout the length of
the casing. The sanitary sewer line shall be strapped to treated
wooden skids with metal straps throughout the length of the casing.
The empty space shall then be filled with sand and the ends of the
casing shall be sealed with brick and mortar.
15. Force Main Installation: In general, sewer force main must be installed In
accordance with the Vlater distribution system specifications.
a. Polyvinyl chloride (PVC) force main must conform to ASTM D-2241, latest
reVISIOn.
b. Ductile iron force main must conform to ASTM A-377, latest revision.
-6.
INSPECTION INFIL TRA TION/EXFIL TRA TION LEAKAGE TESTS:
A.
Upon completion of a section of the sewer, the Contractor shall dewater it and conduct a
satisfactory test to measure the infiltration or exfiltration for at least three consecutive days.
The amount of infiltration including "Y" branches, and connections shall not exceed 100
gallons per inch diameter per mile of sewer pipe per 24 hours for gravity sewer pipe. The
amount of 50 gallons per inch diameter per mile of sewer per 24 hours shall not be exceeded
for ductile iron pipe. The Contractor shall be responsible for the satisfactory watertightness
of the entire section of sewer.
B.
As required, suitable bulkheads shall be installed to permit the test of the sewer.
c.
Where the groundwater level is less than 1 foot above the top of the pipe at its upper end, or
as directed by the Engineer, the sewer shall be subjected to exfiltration testing by plugging
the pipe at the lower end and then filling the pipelines and manholes with clean water to a
height 4 feet above the top of the sewer at its upper end. The leakage out of the sewer,
measured by the volume of the water necessary to maintain meter level in the highest
manhole, shall not exceed 200 gallons per inch diameter per 24 hours per mile of sewer for
gravity sewer pipe. The amount of 50 gallons per inch diameter per 24 hours per mile of
sewer shall not be exceeded for ductile iron pipe.
The sewer shall be tested before any connections are made to buildings or to active sewers.
The Contractor shall construct such weirs and bulkheads as may be required, shall furnish
all water, labor, test plugs, power, pumps, meters, and other equipment necessary for the test
to be properly made.
The Contractor may use a low pressure air test as an option to the hydraulic
infiltration/exfiltration leakage test for gravity lines provided the Contractor established a
correlation between the air test results and the quantity of infiltration/exfiltration actually
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being experienced by the line and the allowable air pressure drop shall be that corresponding
to the allowable hydraulic leakage specified previously in this section. Such a correlation
is to be established according to a procedure satisfactory to the Engineer. The low pressure
air test shall be performed in accordance with the applicable sections of ASTM C828, latest
reVlSlOn.
If the Contractor opts to use the low pressure air test, leakage tests on manholes shall be
conducted independently of the lines by using a hydraulic infiltration/exfiltration test as
directed by the Engineer. The allowable infiltration into the manhole over a 24 hour period
is zero and the allowable exfiltration is also zero when tested by plugging off the manhole
and filling it with water four feet above the top of the sewer and measuring the water loss
over a 24 hour period.
MEASUREMENT AND PAYMENT:
Measurement of pipelines shall be the actual number of feet of pipe installed, completed in
place and accepted. No deduction in length will be made for manholes.
Measurement of manholes will be based on the number installed, completed in place and
accepted.
Unless otherwise provided for in the special conditions of the contract, payment shall be
made on the following basis:
1. Pipelines shall be paid for at the contract price, per linear foot, for every pipe size,
depth range and type as shown on the Contractor's construction drawings.
2. Manholes will be paid for at the contract price, each, for all depth ranges as shown
on the Bid Schedule. Drops will be paid for at the contract price, each, for drops in
manholes.
3. No separate payment will be made for any special fittings, tie-ins, connections,
dewatering, or site restoration, nor will any separate payment be made for special
bedding of PVC sewer pipe.
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SECTION TS-IO
STORM SEWER SYSTEM
SCOPE:
This section covers the storm drainage system, including pipe culverts and appurtenant
structures, complete.
PIPE FOR CULVERTS AND STORM DRAINS:
Reinforced concrete pipe shall conform to ASTM C76 or AASHO M 170 for Class IIIwith
the following additional requirements. Pipe shall have a readily visible line at least l2 inches
in length painted or otherwise applied on the inside and outside of the pipe at each end by
the manufacturer, so that, when the pipe is laid on its proper position, the lines will be at the
top of the pipe. The line shall be accurately located to indicate the position where the pipe
reinforcing steel is nearest to the ex terior surface of the pipe. Non-reinforced concrete pipe
shall conform to the latest ASTM C-l4.
Pipe may also be corrugated metal pipe shall conform to the latest AASHO M-36.
Bituminous coating, where required by the drawings, shall consist of asphalt cement having
a minimum thickness of 0.04 inch measured at the crest of the corrugations. Paved inverts
in corrugated metal pipe, where required by the drawings, shall consist of asphalt cement
applied on the inside of the pipe for one quarter of its circumference (bottom of pipe when
installed). The pavement shall have a minimum thickness of 0.50 inch tapering to 0.1 inch
at the sides.
TESTS FOR PIPE:
RESPONSIBILITY AND CERTIFICATIONS: The Contractor shall be responsible for
having the pipe he proposes to furnish tested to demonstrate conformance to the applicable
specifications. Certified copies of the test reports shall accompany each load of pipe and
shall be delivered to the Engineer for approval before the pipe is installed.
Strength tests for reinforced concrete pipe shall be the tests of ASTM C-76.
Strength tests for concrete pipe shall be the tests of ASTM C-14.
Strength tests for corrugated metal pipe shall be the tests of AASHO M-36.
INST ALLA TION OF PIPE:
Each pipe shall be carefully examined before being laid, and defective or damaged pipe shall
not be used. Pipe lines shall be laid to the grades and alignment indicated. Proper facilities
shall be provided for lowering sections of pipe into trenches. Under no circumstances shall
pipe be laid in water, and no pipe shall be laid when trench conditions or weather are
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unsuitable for such work. Full responsibility for the diversion of drainage and for dewatering
of trenches during construction shall be borne by the Contractor. All pipe in place shall have
been approved before backfilling. When storm drain pipe terminates in a new ditch, the
headwall or end section together with ditch pavement, if specified, shall be constructed
immediately as called for on the plans. Ditch slopes and disturbed earth areas shall be
grassed and mulched as required by the section Grassing. The Contractor will be
responsible for maintaining these newly constructed ditches and take immediate action
subject to approval to keep erosion of the ditch bottom and slopes to a minimum during the
life of the contract. No additional compensation will be given to the Contractor for the
required maintenances.
JOINTING: Joints for concrete and reinforced concrete shall be of the Bell and Spigot type
and installed according to manufacturer's recommendations using Portland cement mortar.
Corrugated metal pipe joints shall be made by riveting or by means of connecting bands
with bolted couplings in accordance with the manufacturer's recommendations.
ALIGNMENT: Elliptical concrete pipe with circular reinforcing and circular concrete pipe
with elliptical reinforcing shall be so placed that the reference lines designating the top of
the pipes will be not more than 5 degrees from the vertical plane through the longitudinal
axis of the pipe. In all backfilling operations that Contractor shall be responsible for
preventing damage to or misalignment of the pipe.
EXCA VA TION AND BACKFILLING FOR DRAINAGE STRUCTURES:
Excavation and backfilling for drainage structures shall conform to the applicable
requirements specified in the section, "Excavation, Trenching and Backfilling for Pipe
Lines." Trenches and pits shall be of sufficient size to permit the placing and removal of
forms for the full width and length of structure footings and foundation, as shown on the
drawings. The dimensions and elevations indicated on the drawings are approximate only
and may be changed when deemed necessary to secure satisfactory foundations, Bracing,
sheeting and shoring shall be provided where required.
DRAINAGE STRUCTURES:
Drainage structures, where indicated in the plans shall be of the following types, constructed
of the materials specified for each type and in accordance with the details shown on the
plans.
INLETS: Inlets shall be constructed of reinforced concrete, plain concrete or brick, complete
with frames and covers.
HEADW ALLS: Headwalls shall be constructed of brick, reinforced concrete or plain
concrete as indicated. '
MATERIALS FOR DRAINAGE STRUCTURES:
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CONCRETE AND REINFORCED CONCRETE: Concrete and reinforced concrete shall
conform to the requirements specified for Class B concrete designed for a minimum
compressive strength of2,500 pounds in 28 days, based on test cylinders prepared and tested
as specified under the section on CONCRETE CONSTRUCTION of these specifications.
Aggregate shall be as specified in the section on CONCRETE CONSTRUCTION.
Maximum size of coarse aggregate shall be not more than 1 Y2 inches or less than 1 inch.
Forms shall be made of sound lumber and constructed to the shape, form, line, and grade
required, and shall be maintained sufficiently rigid to prevent deformation under load, and
inspected for approval prior to placement of concrete. Water shall be removed from
excavations before concrete is placed. Concrete shall be conveyed from mixer to forms as
rapidly as practicable without segregation or loss of ingredients. Concrete shall be placed
in layers not over 18 inches deep and shall be spaded and compacted as directed. The
concrete covering over steel reinforcing shall be as shown on the plans, but where not shown,
it shall be not less than 1 inch for covers and not less than 1 Y2 inches for walls and flooring.
Concrete deposited directly against the ground shall have a thickness of at least 3 inches
between the steel and the ground. Expansion joint filler shall be preformed bituminous
fiberboard, or wood board except where specifically specified on the drawings. Surfaces
exposed to view shall be a smooth finish with all blemishes removed. All concrete surfaces
shall be cured for at least 7 days by covering with waterproof paper, or kept moist with
cotton mats or burlap as approved.
B.
MORTAR: Mortar for connections to drainage structures shall be composed of one part by
volume of Portland cement and two parts of sand. The Portland cement shall conform to
ASTM C-150-65, Type I or II. The sand shall conform to AASHO Standard M-45, and shall
be of an approved gradation. Hydrated line may be added to the mixture of sand and cement
in an amount equal to 25 percent of the volume of cement used. Hydrated lime shall
conform to Federal Specification SS-L-351, Type M, or ASTM Standard CI41-61, Type A.
The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar but
shall in no case exceed 7 gallons of water per sack of cement. Water shall be clean and free
of injurious acids, alkalies, and organic impurities. . The mortar shall be used within 30
minutes from the time the ingredients are mixed with water. The inside of the joint shall be
wiped clean and finished smooth. In pipe too small for a man to work inside, wiping may
be done by dragging an approved swab or longhandled brush through the pipe as work
progresses. The mortar bead on the outside shall be protected from air and sun with a proper
covering until satisfactorily cured.
-8.
TESTING:
A.
DISPLACEMENT TEST: Mains will be checked to determine whether any displacement
of the pipe has occurred (a) after the trench has been backfilled to two feet above the pipe
and tamped as specified; and (b)upon completion of the project. The test will be as follows:
A light will be flashed between manholes or, if the manqoles have not as yet been
constructed, between locations of the manholes, by means of a flashlight or by reflecting
sunlight with a mirror. If the illuminated interior of the pipe shows any misalignment,
displaced pipe, or any other defects, the defects designated by the contracting officer shall
be remedied by the contractor at his expense.
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MEASUREMENT AND PAYMENT:
Payment shall be made according to the unit prices in the Bid Schedule.
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SECTION TS-ll
SHORING AND SHEETING
-1. SCOPE:
A. This section covers grading for the roadways, parking areas, drives and/or walks, including
all excavations, formation of embankments, preparation of subgrade for pavements and
finishing and dressing of graded earth areas, shoulders, and ditches. Work in connection
with excavation, trenching, and backfilling for utility lines is specified under the section
entitled "Excavating, Trenching and Backfilling for Pipe Lines." Grading work within the
Augusta Country Club shall be as specified in the section "Restoration-Augusta Country
Club."
-2. CONSERV A TION OF TOPSOIL:
A. Except where otherwise noted on the plans, topsoil shall be removed without contamination
with subsoils and spread on areas already graded and prepared for topsoil, or shall be
trarisported and deposited in storage piles convenient to areas that are to receive application
of topsoil later, or at locations indicated. Topsoil shall be stripped to a depth. of 3 to 6 inches
and, when stored, shall be kept separate from other excavated materials and piled free of
roots, stones, and other undesirable materials.
-3. EXCA VA TION:
A. The term "excavation" used hereinafter is defined as "unclassified excavation." Excavation
of every description regardless of material encountered within the grading limits of the
project, shall be performed to the lines and grades indicated. Suitable excavated material
shall be transported to and placed in fill areas within the limits of the work. When directed,
unsuitable material encountered within the limits of the work shall be excavated below the
grade shown and replaced with suitable material. Materials considered unsuitable are those
conforming to Classes PT, OH, CH, MH, OL, CL, or ML as described under the Unified Soil
Classification System. Rock encountered in the grading process that is not gradable using
conventional equipment (including rippers) shall be blasted. Blasted rock shall be field
measured and payment will be in accordance with the per unit price shown in the Bid
Schedule. Such material removed and the select material ordered as replacement shall be
included in excavation. Unsuitable and surplus excavation material not required for fill shall
be disposed of offsite unless onsite waste or spoil areas are provided. During construction,
excavation and filling shall be performed in a manner and sequence that will provide
drainage at all times. MateriaLrequiIid for fills in excess of that produced by excavation
within the grading limits shall be excavated from the borrow areas indicated or from other
approved areas selected by the Contractor, as specified herein.
-4. PROTECTION OF EXISTING SERVICE LINES AND UTILITY STRUCTURES:
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Existing utility lines that are shown on the drawings or the location of which are made
known to the Contractor prior to excavation that are to be retained; as well as utility lines
constructed during excavation operations, shall be protected from damage during excavation
and backfilling, and if damaged, shall be repaired by the Contractor at his expense.. In the
event that the Contractor damages any existing utility lines that are not shown, or the
locations of which are not known to the Contractor, report thereof shall be made immediately
to the Engineer. If determined that repairs are to be made by the Contractor, such repairs will
be ordered under the clause of the GENERAL CONDITIONS of the Contract entitled
Changes.
BACKFILL ADJACENT TO STRUCTURES:
Backfill adjacent to structures shall be placed and compacted uniformly in such manner as
to prevent wedging action or eccentric loading upon or against the structures. Slopes
bounding or within areas to be backfilled shall be stepped or serrated to prevent sliding of
the fill. During backfilling operations and in formation of the embankments, equipment that
will overload the structure in passing over and compacting these fills shall not be used.
Backfill for storm drains and subdrains, including the bedding, shall- conform to the
additional requirements as specified.
FINISHED EXCA VA TION. FILLS. AND EMBANKMENTS:
All areas covered by the project, including excavated and filled sections and adjacent
transition areas, shall be uniformly smooth graded. The finished surface shall be reasonably
smooth, compacted, and free from. irregular surface changes. The degree of finish shall be
that ordinarily obtainable from either bladegrader or scraper operations, supplemented with
hand raking and finishing, except as otherwise specified. The finished surface shall be not
more than 0.10 foot above or bdow the established grade or approved cross section. Ditches
and gutters shall be finished so as to permit adequate drainage. The surface of areas to be
grassed shall be finished to smoothness suitable for the application of grassing materials.
The surface of embankments or excavated areas for road construction or other areas to be
paved on which a base course or pavement is to be placed shall not vary more than 0.05 foot
from the established grade and approved cross section. In areas where the bulking of soil as
a result of grassing operations will. tend to retard surface drainage along the edge of
pavements, the finished grades shall be left 0.1 foot below grade prior to grassing.
DISPOSAL OF WASTE MATERIAL:
All vegetation, roots, brush, sod, broken pavements, curbs and gutter, rubbish, and other
unsuitable or surplus material stripped or removed from the limits of construction shall be
disposed of off the site, except where otherwise approved in writing by the Engineer. The
material shall be dumped, spread, and leveled to drain. Surplus excavation shall be hauled
to, compacted in accordance with overall and overlot areas, and sloped to drain in the
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disposal area where directed. The unsuitable material shall be leveled to drain and firmed
under the normal operation of spreading and hauling equipment. Any trees, stumps, brush,
down timber, etc. in the area to be used for disposal shall be cleared by cutting (to within six
(6) inches of the ground) and shall be disposed of by burning, removal from the property or
a combination of both. Clearing and disposal of trees, stumps, etc. shall comply with the
applicable portions of the clearing and grubbing specifications.
PROTECTION:
Newly graded areas shall be protected from traffic and from erosion, and any settlement or
washing away that may occur from any cause, prior to acceptance, shall be repaired and
grades re-established to the required elevations and slopes, at no additional expense to the
Owner.
MEASUREMENT AND PAYMENT:
No separate payment will be made for the work covered by this section.
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SECTION TS-12
MISCELLANEOUS CONCRETE
-1.
SCOPE:
A.
This section covers construction/reconstruction of Portland cement concrete sidewalks,
curbs, curbs and gutters, slabs, .steps, ramps, etc. on a prepared subgrade in accordance
with these specifications and conforming to the existing dimensions and cross-sections,
unless otherwise shown on the plans, and to the existing lines and grades, complete.
-2.
MA TERIALS:
A.
PORTLAND CEMENT CONCRETE: Concrete and the equipment, workmanship and
materials therefor shall conform to the applicable requirements of the section "CAST-IN-
PLACE CONCRETE" of these specifications, except as hereinafter modified. The
maximum size of coarse aggregate shall be 1 Y2 inches and not less than 1 inch. Concrete
shall have a slump of nor more than 3 inches.. The concrete mixtures shall have an air
content by volume of 4.5 percent, plus or minus l.5 percent, based on measurement made
on concrete immediately after discharge from the mixer. .
EXP ANSION JOINT MATERIAL: Expansion joint filler, unless otherwise specified,
shall conform to ASTM Standard D 175l-60 or D 1752-60 or shall be resin-impregnated
fiberboard conforming to the physical requirements of ASTM Standard CI752-60.
CONSTRUCTION REOUIREMENTS:
SUB GRADE: The sub grade shall be constructed true to grade and cross section. The
subgrade shall be of materials equal in bearing quality to the sub grade under the adjacent
roadway or street and shall be placed, compacted and finished to a smooth, firm surface.
The subgrade for curb and gutter shall extend in all cases at least 1 foot in width behind
the curb or gutter or valley pavement. The subgrade shall be maintained in a smooth,
compacted condition, in conformity with the required section and established grade, and
shall be moist at the time the concrete is placed. In cold weather, the sub grade shall be
prepared and protected so as to produce a subgrade free from frost when the concrete is
deposited. Any concrete that settles after placement shall be removed and replaced by
section, as directed by the Engineer, without any additional compensation.
FORMS: Forms shall be of wood or steel, straight, and of sufficient strength to resist
springing during depositing and consolidating the concrete. The forms shall have a
height equal to the full depth of tpe concrete course. Forms shall be held rigidly in place
by the use of stakes placed at intervals not to exceed 4 feet. Clamps, spreaders, and
braces shall be used where required to insure rigidity in the fo.rms.
1. The inside form for curbs shall have batter equal to the existing curb or as
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indicated and shall be securely fastened to and supported by the outside form.
Flexible or curved forms may be used on curves as necessary to prevent a chord
effect in the alignment of the finished work, or when grade changes occur in the
return. Curb forms shall be carefully set to alignment and grade and to conform to
the dimensions of the curb.
2. Forms shall remain in place until the exposed surfaces have been finished as
specified in the Finishing paragraph. The forms on the front of curbs shall be
removed not less than 2 hours nor more than 6 hours after the concrete has been
placed. Gutter forms shall not be removed for 12 hours after the concrete has
been placed. Forms for all work shall not be removed while the concrete is
sufficiently plastic to slump in any direction.
3. Forms shall be cleaned and coated with form oil each time before concrete is
placed. Wood forms may, instead, be thoroughly wetted with water before
concrete is placed, except that with probable freezing temperatures, oiling is
mandatory .
c.
RECONSTRUCTION: Where the plans provide for reconstruction of existing curb,
combination curb and gutter, sidewalk, or driveway and the limit of new work specified
does not fall on a joint, the entire section shall be removed and the new curb, combination
curb and gutter, sidewalk, or driveway shall join the old work at the first joint line beyond
the specified limit.
D.
PLACING CONCRETE: The faces and adjacent edges of abutting rigid pavements and
structures shall be painted with an approved bituminous material prior to placing
concrete. Concrete shall be placed in the forms to the specified depth in 6 inch layers and
thoroughly consolidated by tamping and spading to that there are no rock pockets at
forms, and mortar entirely covers the top surfaces. Concrete may be compacted by means
of mechanical vibrators. .
E.
JOINTS: Expansion joints and contraction joints shall be constructed at right angles to
the line of curb, gutter, combination curb and gutter, sidewalks and driveways. Dowels,
tie-bars and reinforcement when required will be shown on the plans and shall be
installed in accordance with the applicable details.
1. Expansion Joints: Expansion joints shall be formed by means of preformed
expansion joint filler material, extending the full depth of the concrete, cut and
shaped to the cross section of the curb, gutter, combination curb and gutter,
sidewalk, or driveway being constructed. Expansion joints shall be constructed at
the locations indicated on the plans and at other locations as follows:
a. Expansion joints shall be provided in curb and combination curb and
gutter at the ends of all returns.
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b. Expansion joints at least 1/2 inch in width shall be provided at intervals not
exceeding 100 feet in all concrete shapes.
c. Whenever a sidewalk is constructed between an adjoining substantial
struc.tureon one side and a curbing on the other side, an expansion joint
shall be formed adjacent to the curbing.
d. An expansion joint shall be placed between the sidewalk and the radius
curbing at street intersections.
e. When concrete sidewalks or medians are constructed adjacent to existing
or new concrete pavement or structures, transverse expansion joints shall
be placed in the sidewalk or median opposite such joints in the existing
concrete pavement or structure.
f. . Where existing structures such as light standards, poles, fire hydrants, etc.
are within the limits of the sidewalk or median area, they shall be
surrounded with an expansion joint.
g. The sealing of expansion joints in curb and gutter, sidewalk, and driveway
sections will not be required. Any expansion joint material protruding
after the concrete is cured shall be trimmed flush with the surface.
Expansion joints in the valley pavement shall be sealed with an approved
joint sealer, conforming to ASTM D ll90. The joint opening shall be
thoroughly cleaned of all foreign material before the sealing material is
placed. The sealing shall be done in such manner that the material will not
be spilled on the exposed surfaces of the concrete. Any excess material on
the exposed surfaces of the concrete shall be removed immediately and the
exposed concrete surfaces cleaned.
2.
Contraction Joints: Contraction joints shall be so placed that monolithic sections
between curb returns will not be less than 5 feet nor greater than IS feet after the
concrete has set sufficiently to preserve the width and shape of the joint All
exposed edges of joints shall be rounded with the proper edging tool to a radius of
1,4 inch.
a. Contraction joints shall be placed in sidewalks between expansion joints at
an interval equal to the width of the sidewalk by scoring transversely after
floating operations are completed. Whenever sidewalk slabs are more
than ten feet in width, they shall be scored longitudinally in the center.
Transverse and. longitudinal scoring shall extend for a depth of one inch,
shall not be less than 1,4 inch nor more than 1/2 inch in width, and shall be
edged and finished smooth and true to line.
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FINISHING: The exposed edges of all concrete shapes shall be rounded with an edging
tool to a radius of 1,4 inch and the surfaces shall be floated and finished with a smooth
wood float until true to grade and section and uniform in texture.
1. The floated surfaces of curbs shall be brushed with a fine-hair brush with
longitudinal strokes. Immediately after removing the front curb form, the face of
the curb shall be rubbed with a wood or concrete rubbing block and water until
blemishes, form marks, and tool marks have been removed. The surface, while
still wet, shall be brushed in the same manner as the gutter and curb top.
2. After the surface has been properly shaped and prepared and the water sheen has
disappeared, the final finish of sidewalks and driveways shall be by light
brooming. Brooming shall be transverse to the line of traffi'c.
3. Except at grade changes or curves, the finished surfaces shall not vary, from the
testing edge of a 10 foot straightedge, more than _ inch for gutter and driveway
and 1,4 inch for top and face of curb and sidewalk. Irregularities exceeding the
above shall be satisfactorily corrected. Visible surfaces and edges of the finished
curb, gutter, combination curb and gutter, sidewalks, and driveways shall be free
of blemishes and form and tool marks, and shall be uniform in color, shape, and
appearance. As soon as the forms are removed from all concrete shapes,
honeycombed places and other minor defects shall be filled with a mortar
composed of one part Portland cement and two parts sand.
G.
CURING: Any method of curing specified in the section "CAST-IN-PLACE
CONCRETE" will be satisfactory.
PROTECTION: After curing, debris shall be removed and the backfill shall be placed as
indicated. The completed concrete work shall be protected from damage until accepted.
The Contractor shall repair damaged concrete and clean concrete discolored during
construction. Curb, gutter, combination curb and gutter, sidewalks, driveways, and slabs
that are damaged shall beremoved and reconstructed for the entire length between
regularly scheduled joints, not by refinishing the damaged portion. Removed damaged
portions shall be disposed of as directed.
MEASUREMENT AND PAYMENT:
Payment will be made at the unit prices for each item as shown in the Bid Schedule.
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SECTION TS-13
BITUMINOUS PAVING
-1.
SCOPE:
This section covers the construction of hot-laid asphalt concrete resurfacing and pavement
repair on a prepared surface in accordance with these specifications and conforming to the
dimensions, thickness and typical cross section shown on the plans or otherwise specified.
GENERAL:
Paving of the roadways and driveways shall be undertaken immediately after completion of
all utility and structure installation, curbs and gutters, yard piping, conduits and other
facilities passing beneath paved areas, and all structural slabs and foundations required
within or adjacent to the paved areas.
SEASONAL LIMITATIONS:
No bituminous mixtures shall be applied for surface treatment during the months of
December, January and February except with written permission of the Engineer.
WEA THER LIMIT A TIONS:
Bituminous mixtures shall not be produced or placed during rainy weather, when the existing
surface is wet or frozen, or when weather conditions are otherwise unfavorable. Asphaltic
concrete shall not be laid at air temperature below 55 OF.
APPLICABLE SPECIFICA TIONS:
All work and materials required under this section of the specifications shall conform to the
applicable sections of the Standard Specifications of the Georgia Department of
Transportation, latest edition.
SUB GRADE AND BASE COURSE:
The subgrade and base shall be prepared as set forth elsewhere in these specifications and
in the applicable sections of the Standard Specifications of the Georgia Department of
Transportation, latest edition.
EXISTING SURFACE:
Where the surface of the existing pavement or old base is irregular, it shall be brought to
uniform contour by leveling with an asphalt mixture and thoroughly compacted until it
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conforms with the surrounding surface. Where necessary, the leveling shall be performed
with a motor grader or paver.
-8.
APPLICATION OF PRIME OR TACK COAT:
A.
Where the plans call for an asphalt mixture to be placed directly on a base course, a prime
coat of 0.15 to 0.30 gallons per square yard of medium curing cut-back asphaly (RC-250 or
emulsion grade EAP-I) shall be applied in accordance with Section 412 of the Standard
Specifications of the Georgia Department of Transportation, latest edition.
B.
Prior to the laying of any bituminous mixture on existing pavements, or an unsealed
bituminous surface course, a tack coat shall be uniformly applied by use of the distributor
spray bars at a rate of 0.05 to 0.15 gallons per square yard. The tack coat shall consist of
asphalt cement, viscosity grade AC-20 applied in accordance with Section 413 of the
Standard Specifications of the Georgia Department of Transportation, latest edition. The
existing pavement shall be dry and thoroughly cleaned before applying the tack material.
-9.
SURFACE COURSE:
A.
ASPHALT CONCRETE: The asphalt concrete mixture shall conform to the Georgia
Department of Transportation, Standard Specifications for Highway Construction, for Type
E or F asphalt concrete.
B.
TRANSPOR T A TION AND DELNER Y: The mixture shall be transported from the mixing
plant to the point of use in approved vehicles. Loads shall not be of such size or weight as
to interfere with the efficient operation of the spreader. Loads shall not be sent out so late
in the day as to prevent the c~mpletion of spreading and compaction of the mixture during
daylight, unless artificial light is provided. The mixture shall be delivered at a temperature
between 225 degrees F. and 325 degrees F. and within 20 degrees F. of temperature set at the
mixing plant.
SPREADING: Upon arrival at the point of dumping, the mixture shall be dumped into the
hopper and spread by mechanical pavers, true to line, grade and cross section specified and
to the loose depth that will secure the required compacted thickness. The hot mixture shall
be free from lumps and shall be spread while it is in a workable condition.
1. After the mixture has been screeded and before roller compaction is started, the
surface shall be checked, all fat spots and irregular areas removed and replaced with
satisfactory material. All irregularities in alignment and grade along the outside edge
shall also be corrected by the addition or removal of mixture before the edge is
rolled.
COMPACTION: While the mixture is hot, it shall be compacted thoroughly and uniformly
by rolling. The surface of the compacted mixture shall be smooth, and true to crown and
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grade. Any mixture that becomes loose or broken, mixed with dirt, or is in any way
defective, shall be removed and replaced with fresh hot mixture which shall be immediately
compacted to conform to the surrounding area. Any area showing an excess of bituminous
materials shall be removed and replaced, and the edges shall be kept to a reasonable straight
line and trimmed.
1. The density after compaction shall be at least 98 percent of the laboratory-determined
density.
PROTECTION OF PAVEMENT: The newly finished pavement shall be protected from
vehicular traffic of any kind until the pavement has cooled and hardened and in no case less
than 6 hours.
TOLERANCE: The finished surface shall not vary more than Y2 inch in 10 feet from the true
profile and cross section.
TESTS:
The above work will be subject to thickness and compaction tests as deemed necessary by
the Engineer. Such tests will be at the expense of the Contractor.
MEASUREMENT AND PAYMENT:
Payment will be made at the unit prices for asphalt resurfacing and pavement repair shown
in the bid schedule.
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-4.
SECTION TS-14
CONCRETE PAVEMENT
-1.
GENERAL:
A.
This section covers the construction of concrete pavements and slabs on grade. The work
shall consist of a pavement com posed of Portland cemen t concrete constructed on a prepared
subgrade in accordance with these specifications, and to the typical cross sections shown in
the plans. The Contractor is to provide for the construction and completion in every detail
of the work described. The Contractor shall furnish all labor, materials, equipment, tools,
transportation and supplies required to complete the work in accordance with the plans,
specifications, and terms of the contract documents.
Concrete pavement construction shall conform in all respects to the section "Cast-in-place
Concrete" of these specifications. The requirements below shall be considered additional
requirements for pavement.
-2.
SUBMITTALS AND APPROVALS:
Concrete and other materials specified shall be furnished from sources of supply approved
by the Engineer. The Contractor shall submit a "Proposed Paving Construction Plan,"
showing joint types and locations, and a statement of proposed sequence and schedule of
paving operations. This submittal shall also include a brief description of paving equipment
to be used.
MA TERIALS:
Concrete shall be composed of Portland cement, aggregates, and water conforming to the
section of these specifications on Cast-in-place Concrete except as noted below.
The concrete shall have the following percentages of entrained air:
1. For Ph inch maximum size aggregate, entrained air content shall 5:\:1 percent by
volume.
2. For % or 1 inch maximum size aggregate, entrained air content shall be 6:\:11 percent
by volume.
Joint materials and curing compound shall be as specified under the section "Cast-in-place
Concrete" hereof.
CONCRETE MIX. DESIGN AND TESTING:
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The concrete mix shall confonn to Cast-in-place hereof except that the slump range shall be
2 to 4 inches.
PLACING AND FINISHING:
SUB GRADE PREP ARA TION: Sub grade construction shall generally conform to Section
209 of the Standard Specifications for Road and Bridge Construction of the Georgia
Department of Transportation, latest edition.
1. The subgrade shall be systematically test rolled with a heavily loaded vehicle prior
to paving. All soft and yielding material and portions of thesubgrade that will not
compact readily when rolled or tamped shall be removed and replaced with suitable
material. The subgrade shall be brought to an unyielding condition by compacting
it to uniform density at or slightly above standard optimum moisture. Immediately
prior to placing concrete, the subgrade shall be moistened as required to provide a
uniform dampened surface at the time concrete is placed.
LINES AND GRADES: The concrete pavement shall be installed true to line and grade
accurate to accommodate the thickness of the specified surface courses in each individual
area. Where alternates may be specified, plan grades shall be adjusted accordingly.
FORMING: Forms shall be set to the required grades and lines to facilitate orderly concrete
placement Forms shall be of such cross section and strength and so secured as to resist the
pressure of the concrete when - placed without springing or settlement. Forms shall be
cleaned after each use and coated with form release agent as often as required to ensure
separation from concrete without damage.
1. In lieu of fixed forms, the Contractor may place concrete with a slipform paver
designed to spread, consolidate, screed and float finish the freshly placed concrete
in one complete pass of the machine. The slipform paver shall be operated with as
nearly a continuous forward movement as possible, with stopping and starting of the
paver held to a minimum.
CONCRETE PLACEMENT: Concrete shall be deposited and consolidated in such a manner
as to prevent the formation of voids or honeycomb pockets. However, overconsolidation of
the concrete so as to cause segregation of aggregates shall be avoided.
JOINTS: Contraction joints, expansion joints, and construction joints shall be placed as
indicated on the approved "Proposed Paving Construction Plan," specified above. Depth of
contraction joints shall be equal to at least 1,4 the depth of the slab and may be installed by
either hand-forming, or by sawing. If sawing is used, the join,ts shall be cut as soon as the
saw will not ravel the edges and in no case more than 24 hours after the pavement has been
placed.
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1. Place full-depth construction joints at the end of the concrete pours or whenever
placing of concrete is suspended for more than 30 minutes. Provide expansion joints
to isolate fixed objects abutting or within the paved area.
F.
FINISHING: The finishing sequence of all slabs, except thoseto have an exposed aggregate
finish, shall consist of striking off and consolidating, floating, straight-edging and final
surface finishing. Adding water to the surface of the concrete to assist in finishing operations
shall not be permitted. A uniform, gritty, non-slip finish shall be provided using a stiff-
bristled broom or by the use of a burlap drag just before the water sheen disappears.
-6.
CURING:
Curing shall be as specified under "Cast-in-place Concrete" of these specifications.
MEASUREMENT AND PA YMENT:
The quantity of concrete pavement placed shall be the number of square yards, level
measure, of pavement actually installed, and shall be determined by the Engineer after
construction of the pavement has been completed. This quantity shall be paid for at the unit
price per square yard for each nominal thickness listed in the Bid Schedule. Thickened edges
or local thin areas required by the plans in paving of otherwise uniform thickness shall be
considered as being the nominal thickness of the surrounding pavement.
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SECTION TS-15
TUNNELING
-1.
MATERIALS:
A.
The Contractor shall furnish tunnel liner and related materials as follows:
1. Tunnel Liner Plates: Tunnel liner plates shall be manufactured from steel
conforming to ASTM A569, as amended to date, with the following mechanical
properties before cold forming:
a.
b.
Minimum tensile strength
Minimum yield strength
Elongation, 2 inches
=
=
42,000 psi
28,000 psi
30%
=
c.
2. All plates shall be formed to provide circumferential flanged joints. Longitudinal
joints shall be the offset lap seam type. All plates shall be punched for bolting on
both longitudinal and circumferential seams or joints. Bolt spacing in
circumferential flanges shall be in accordance with the manufacturer's standard
spacing and shall be a multiple of the plate length so that plates having the same
curvature shall be interchangeable and will permit staggering of the longitudinal
seams. For lapped longitudinal seams bolt size and spacing shall be in accordance
with the manufacturer's standard.
Tunnels constructed of structural steel tunnel liner plates shall be circular in section and shall
be of the diameter and gauge as shown on the drawings. After fabrication, steel tunnel liner
plates shall be hot-dipped galvanized in accordance with ASTM A123 and, before delivery
to job site, shall be fully bituminous coated for a minimum dry film thickness of fifty (50)
mils.
BOLTS: Bolts shall conform to ASTM A 307 Grade A, as amended to date, and shall be
hot-dip galvanized in accordance with ASTM A 153, as amended to date.
GROUT NIPPLES: Grout nipples shall be 2-inch minimum diameter tapped couplings
welded into place over holes cut in the liner plate.
GROUT: Grout shall consist of 1 part Portland cement, 2 parts masonry lime, 4 parts mortar
sand, 2% of an approved admixture i.e. Bentonite, Septamine Stearex, or Hydrocide Liquid,
and where required, a retardant. The quantity of mixing water used shall be that which will
produce a workable mixture of grout capable of being pumpeq)nto the voids created by the
tunneling.
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B.
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D.
F.
BRICK AND MORTAR: Brick and mortar for sealing ends of tunnel shall be the same as
specified for manhole construction.
INSTALLATION:
The Contractor shall furnish and install by the tunneling method, steel tunnel line plates at
locations shown on the drawings. Installation of tunnel liner shall be in accordance with the
applicable regulations of the D.O.T. the detail drawings and these specifications. All
excavation for pit and tunnel shall be unclassified.
TUNNEL PIT: The tunnel pit sh~ll be soled sheeted, shored and braced as necessary to
provide a safe operation. The Contractor shall take all precautions, and shall comply with
all requirements as may be necessary to protect private or public property.
TUNNEL: The method of tunneling shall conform with the best modern practice. The
contractor (or his tunneling subcontractor) shall have a minimum of five years experience
in construction of tunnels of the general size specified.
1. Tunnel excavation shall be by full face, heading and bench, or multiple drift
procedures. Any procedures utilizing a full or partial shield, a tunneling machine or
other equipment which exerts a force on the liner plates for the purpose of propelling,
steering or stabilizing the equipment will not be allowed.
2. Prior to any work involving explosives, the Contractor shall make application to the
D.O.T. for a special permit which will be in addition to any tunneling permit not
involving explosives.
3. The Contractor shall complete with all requirements and conditions of the permit and
shall be responsible for submission of all required data. The Contractor shall
schedule his work so as not to interfere with or in any way endanger traffic flow on
the highway or railway. The Contractor shall also provide all required safety
measures as specified in the Manual on Uniform Traffic Control Devices for Streets
and Highways.
CONSTRUCTION OF TUNNEL: . Tunnel construction shall be accomplished so that no
settlement of the roadway will occur.
1. The tunnel excavation shall have a diameter essentially the same as the outside
diameter of the liner plates.
2. Steel liner plates shall be installed as soon as possible, but no more than three feet
(3') of tunnel shall remain unlined while tunneling op~rations are in progress. Not
more than one foot (1') of tunnel shall be left unlined at the end of the day's
operation.
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3. Liner plates shall be installed in accordance with the manufacturer's
recommendations and shall be self-supporting.
4. Liner plates with grout couplings shall be located at the top of the tunnel at intervals
not to exceed ten feet (10').
5. For larger tunnels, or where conditions make more grout openings advisable,
additional plates with nipples shall be installed at the top quarter points and/or on
each side between the top openings. These additional openings shall be staggered but
shall not be more than ten feet (10') apart in anyone line.
6. All voids in the area outside the plates shall be pressure grouted every ten feet (10')
at the end of the work shift; or more frequently if soil conditions dictate. Before
grouting any segment of tunnel liner, that segment shall be sealed sufficiently
between the liner plates and the surrounding soil to retain the grouting pressure.
These seals shall be located (1) at the entrance of the tunnel, (2) between grout
couplings, and (3) within one foot of the end of the tunnel at the end of the work
~~ .
7. Pumping equipment shall be provided for grouting operations. Pump horsepower
and the resulting pressure in the grouting line shall be sufficient to completely fill the
voids without buckling or shifting the liner plates or damaging the roadway/roadbed.
8. The Contractor shall operate well points or drainage system in the vicinity of the
tunnel construction to prevent the accumulation of flood water in the tunnel and to
maintain the ground water table below the tunnel invert.
9. The Contractor shall replace any plates having damaged spelter or bituminous
coating which, in the opinion of the Engineer cannot be satisfactorily repaired.
E.
SAFETY: The tunneling operation is to begin in a pit, sheeted and shored as necessary and
begin at and proceed from one. end. All applicable requirements of the D.O.T. regulations
shall be observed. The Contractor shall conduct his operations in such a manner that all
work will be performed below the level of the roadway. The Contractor shall be responsible
for coordinating and scheduling all of the work with the proper authorities.
1. If the tunnel installation work is being conducted in a manner detrimental to the
roadway or to the safety of the traveling public, all operations of tunneling shall
cease until the necessary corrections have been made. In the event that distress
occurs to the roadway due to the tunneling, the Contractor shall be required to submit
an acceptable plan to repair the roadway.
2. A temporary bulkhead against the face of the excavation shall be provided and well
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braced during each cessation of work while the heading is within twenty feet (20') of
highway pavement.
PA YMENT:
Payment for this work shall be made at the lump sum price for tunneling with 60" pipe and
spacers, complete. No extra payment will be made for shoring and sheeting rock excavation,
temporary bulkheading, water control, or sealing tunnel ends.
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B.
-3.
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SECTION TS-16
EXCA VA TING AND BACKFILLING FOR STRUCTURES
-1.
SCOPE:
A.
This section covers excavating, filling and backfilling for building construction work and
incident thereto.
DEFINITIONS:
Unsatisfactory materials include those conforming to classes PT, OH, CH, MH, or OL, or
as described in the Unified Soil Classification System, as adopted by the Corps of Engineers
and the Bureau of Reclamation in January 1952.
COHESIONLESS AND COHESIVE MATERIALS: Cohesionless materials include gravel,
gravel-sand mixtures, sands, and gravelly sands. Cohesive materials include clayey and silty
gravel, gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clay silts, and very
fine sands. When results of compaction tests for moisture-density relations .are recorded on
graphs, cohesionless soils will show straight lines or reverse-shaped moisture density curves
and cohesive soils will show nonnal moisture-density curves.
SITE PREPARATION:
The work area shall be stripped of all topsoil, vegetation, timber, debris and other rubble.
Loose soil from stump removal shall be removed from stump holes. Where required, stump
holes shall be backfilled with clean earth and compacted as specified on the drawings. Areas
containing soft, organic or other objectionable material shall be removed as directed by the
Engineer.
EXCA VA TION:
GENERAL: The excavation shall conform to the dimensions and elevations indicated for
each building and structure, except as specified hereinafter. Excavation shall extend a
sufficient distance from walls and footings to allow for placing and removal of forms,
installation of services, and for inspection, except where the concrete for walls and footings
is authorized to be deposited directly against excavated surfaces. Excavations carried below
indicated depths will not be permitted except to remove unsatisfactory material.
Unsatisfactory material shall be excavated below the grades shown, as directed, and replaced
with satisfactory material. Excavation methods shall generally meet or exceed Occupational
Safety and Health Administration (OSHA) construction industry standards.
1. Material removed below the depths indicated without specific direction of the
engineer shall be replaced, at no additional cost to the Owner, to the indicated
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excavation grade with satisfactory materials placed and compacted as specified
except that concrete footings shall be increased in thickness to the bottom of
overdepth in earth excavation and overbreak in rock excavation.
B.
DRAIN AGE: Excavation shall be performed in such manner that the area of the site and the
area immediately surrounding the site will be continually and effectively drained by gravity.
Water shall not be permitted to accumulate in the excavation. The excavation shall be
drained by satisfactory methods to prevent softening of the foundation bottom, undercutting
of footings, or other actions detrimental to proper construction procedures.
C.
SHORING: Shoring, including sheet piling, shall be furnished and installed as necessary to
protect workmen, banks, adjacent paving, structures, and utilities. Shoring, bracing, and
sheeting shall be removed as excavations are backfilled, in a manner to prevent caving.
D.
BORROW: Where satisfactory materials are not available in sufficient quantity from
required excavations, approved materials shall be obtained from the bo.rrow areas from
approved sources off Owner-controlled land at the Contractor's responsibility. The necessary
. clearing and grubbing 'of borrow area disposal and burning of debris therefrom, the
development of sources including any access roads for hauling and the necessary right-of-
way, and the satisfactory drainage of the borrow areas shall be considered as incidental items
to borrow excavation. Borrow areas shall be neatly trimmed and trained after borrow
excavations are comple.ted.
E.
EXCA V A TED MATERIALS: Satisfactory excavated material required for backfill shall
be placed in the proper section of the permanent work required under this section, or shall
be separately stockpiled if it cannot be readily placed. Satisfactory excavated material in
excess of that required for the work under this section shall be made available for use in other
portions of the permanent overall site work required for the contract project. Satisfactory
material in excess of that required for the permanent work and unsatisfactory material shall
be disposed of in designated spoil areas as a part of the Contractor's responsibility. No
satisfactory material shall be wasted or used for the convenience of the Contractor unless so
authorized. Stockpiles shall be placed, graded, compacted and shaped for proper drainage.
F.
FINAL GRADE: Care shall be taken not to disturb the bottom of the excavation, and
excavation to final grade shall not be made until just before concrete is to be placed.
-5.
COMPACTION OF FILLS:
All fills shall be compacted in layers not thicker than eight inches by rolling, tamping,
vibrating, or combination thereof. When material varies from optimum moisture content,
it shall be treated as follows:
1. When wet, moisture shall be reduced by scarifying and aerating the soil until
optimum moisture is obtained.
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2. When dry, moisture shall be added by sprinkling, and thoroughly mIxmg to
incorporate into the uncompacted soil.
3. Fill and cut areas will be sloped so as to drain properly and prevent accumulation of
water.
4. When existing or cut areas are to be covered with less than one foot of fill, the
surface shall be scarified to a depth of eight inches and compacted to the same
density as adjacent areas. The compaction obtained shall be no less than 95 per cent
of the Standard Proctor Maximum. The top l2 inches of all filled areas shall be
compacted to 100 per cent of the Standard Proctor Maximum.
-6.
FIELD DENSITY DETERMINA TIONS:
A.
Field density determinations may be made to determine the compaction of the fill. These
tests will be made in each two foot lift of the fill, and in sufficient number laterally to give
complete coverage and assure proper compaction of the entire fill.
-7.
BACKFILLING:
Backfilling shall not begin until construction below finish grade has been approved,
underground utility systems have been inspected, tested, and approved, forms removed, and
the excavation cleaned of trash and debris. Backfill shall be brought to indicated finish
grade. Backfill shall not be placed in wet or frozen areas. Backfill shall be of satisfactory
materials placed and compacted as specified. Heavy equipment for spreading and
compacting backfill shall not be operated closer to foundation or walls than a distance equal
to the height of backfill above the top of footing; the area remaining shall be compacted by
power-driven hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes to avoid damage to coatings. Backfill shall not be placed
against foundation walls prior to 7 days after completion of the walls. As far as practicable,
backfill shall be brought tip evenly on each side of the wall and sloped to drain away from
the wall.
PROTECTION:
Settlement or washing that occurs in graded or backfilled areas prior to acceptance of the
work shall be repaired and grades re-established to the required elevations and slopes.
MEASUREMENT AND PA YMENT:
No separate measurement or payment will be made for excavation and backfill performed
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under this section. Payment therefore will be included in the contract price for the structure
or installation to which such excavation and backfill is incidental.
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A.
GENERAL:
REFERENCES:
SECTION TS-17
CAST-IN-PLACE CONCRETE
1. The publications listed below form a part of this specification to the extent
referenced. The publications are referred to in the text by the basic designation only.
a. American Concrete Institute (ACI)
(1)
ACI 301
Specifications for Structural Concrete for
Buildings (1989)
Guide for Measuring, Mixing, Transporting and
Placing Concrete (1985)
Hot Weather Concreting (1989)
Cold Weather Concreting (1988)
b. American Society For: Testing And Materials (ASTM)
(1) ASTM A185 Steel Welded Wire Fabric, Plain, for Concrete
Reinforcement (1985)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(2)
ACI304
(3)
(4)
ACI 305R
ACI 306R
ASTM A497
ASTM A615
ASTM A616/
A616M
ASTM A617/
A617M
ASTM A 706/
A 706M
ASTM C33
ASTM C94
ASTMC143
ASTM Cl50
Specification for Welded Deformed Steel Wire
Fabric for Concrete Reinforcement (1986)
Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement (1987 Rev. A)
Rail-Steel Deformed and Plain Bars for Concrete
Reinforcement (1987)
Axle-Steel Deformed and Plain Bars for Concrete
Reinforcement (1987)
Low-Alloy Steel Deformed Bars for Concrete
Reinforcement (1988)
. Concrete Aggregates (1986)
Ready-Mixed Concrete (1989 Rev. B)
Slum p of Portland Cement Concrete (1989 Rev.
A)
Portland Cement (1986)
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(11) ASTM C171
(12) ASTM C172
(13) ASTMC173
(14) ASTMC231
(15) ASTM C260
(16) ASTM C309
(17) ASTM C494
(18) ASTM C595
(19) ASTMC618
(20) ASTM C920
(21) ASTM C989
Sheet Materials for Curing Concrete (1969, Rev.
1986)
Sampling Freshly Mixed Concrete (1982)
Air Content of Freshly Mixed Concrete by the
Volumetric Method
Air Content for Freshly Mixed Concrete by the
Pressure Method (1989 Rev. A)
Air-Entraining Admixtures for Concrete (1986)
Liquid Membrane-Forming Compounds for
Curing Concrete (1989)
Chemical Admixtures for Concrete (1986)
Blended Hydraulic Cements (1986)
Fly Ash and Raw or Calcinated Natural Pozzolan
for Use as a Mineral Admixture in Portland
Cement Concrete (1987)
Elastomeric Joint Sealants (1987)
Ground Iron Blast-Furnace Slag for Use in
Concrete and Mortars (1989)
(22) ASTM D1190 Concrete Joint Sealer, Hot-Poured Elastic Type
(1974, Rev. 1980)
(23) ASTM D1751 Preformed Expansion Joint Filler for Concrete
Paving and Structural Construction
(Nonextruding and Resilient Bituminous Types)
(1983)
(24) ASTM D 1752 Preformed Sponge Rubber and Cork Expansion
Joint Fillers for Concrete Paving and Structural
Construction
(25) ASTM D1850 Concrete Joint Sealer, Cold Application Type
Army Corps Of Engineers (COE) - Handbook For Concrete And Cement
(1) COE CRD-C572 Specification for Polyvinyl Chloride
. Waterstop
c.
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(2) COE CRD-C621 Nonshrink Grout
B.
GENERAL REQUIREMENTS:
. 1. In the ACI publications referred to herein, the advisory prOVIsIOns shall be
considered to be mandatory, as though the word "shall" has been substituted for
"should" wherever it appears.
c.
SUB MITT ALS:
1. Submit to the Engineer the following:
a. Certificates of Compliance
b. Cement
c. Aggregates
d. Admixtures
e. Reinforcement
f. Joint filler
g. Joint sealant
-2.
PRODUCTS:
A.
CONCRETE:
1. Contractor Mix Design. ACI 301, except as modified herein. Concrete shall have
a 28-day compressive strength of 3000 psi. Slump shall not exceed 4Y2 inches in
accordance with ASTM C143. Provide ASTM C33 aggregate Size No. 57 or 67 and
4 to 6 percent air entrainment for concrete exposed to freeze-thaw conditions.
Accomplish air-entrainment using an air-entraining admixture.
2. Ready-Mixed Concrete. ASTM C94, except as modified herein. Ready-mixed
concrete is defined jn this specification as concrete produced regularly by a
commercial establishment and delivered to the purchaser in the plastic state.
MATERIALS:
1. Cement. ASTM C150, Type I or II or ASTM C595, Type IP(MS) or IS(MS)
blended cement, except as modified herein. The blended cement shall consist of a
mixture of ASTM C150 cement and one of the following materials: ASTM C6l8
pozzolan or fly ash, or ASTM C989 ground iron blast furnace slag. The
pozzolan/fly ash content shall not. exceed 25 percent nor the ground iron blast
furnace slag 50 percent by weight of the total cementitious material. For exposed
concrete, use one manufacturer for each type of cement, ground slag, fly ash, and
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pozzolan.
a. Fly Ash and Pozzolan. ASTM C618, Type N, F, or C, except that the
maximum allowable loss on ignition shall be 6 percent for Type Nand F.
Add with cement.
b. Ground Iron Blast-Furnace Slag. ASTM C989, Grade 120
c. Water. Water shall be potable.
d. Aggregates. ASTM C33; Obtain aggregates for exposed concrete surfaces
from one source. Aggregates shall not contain any substance which may be
deleteriously reactive with the alkalies in the cement.
2.
Admixtures. ASTM C260 for air-entrained concrete. ASTM C494 for water
reducing (Type A, D, or E), accelerating (Type C), and retarding (Type B or D), to
be used only when approved. Calcium chloride shall not be used as an admixture.
3.
Reinforcing Bars. ASTM A706/A706M, Grade 60; ASTM A615 and ASTM
A617 / A617M, Grade 40 or 60; or ASTM A616/ A616M, Grade 50 or 60.
4.
Materials for Curing Concrete.
a. Impervious Sheeting. ASTM C 171; waterproof paper, clear or white
polyethylene sheeting, or polyethylene-coated burlap.
b. Liquid Membrane-Forming Compound. ASTM C309, white-pigmented,
Type 2, free of paraffin or petroleum. Do not use where finished appearance
is important. Use where approved only.
c. Liquid Chemical Sealer-Hardener Compound. Compound shall not contain
petroleum resins or waxes. Do not use on exterior slabs where exposed to
freezing conditions. Compound shall not reduce the adhesion of resilient
flooring, tile, paint, roofing, waterproofing, or other material to be applied
to the concrete.
d. Expansion-Joint Filler. ASTM D1751 or ASTM D1752, lA-inch thick,
unless otherwise indicated.
e. Joint Sealants.
(1) Horizontal Surfaces (3 percent slope, maximum)
(a) Outside Buildings: ASTM D1190
(b) Inside Buildings: ASTM Dl190 or ASTM Dl850
(2) Vertical Surfaces (greater than 3 percent slope)
(a) ASTM C920, Type M, Grade NS, Class 25
(3) Polyvinyl Chloride Waterstops
(a) COE CRD-C 572
(b) Nonshrink Grout
(c) COE CRD-C 621
(4) Contractors Option for Material Only
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-3.
A.
(a) At the option of the Contractor, those applicable material
sections of the Georgia Department of Transportation,
Standard Specifications, Section 500, Class A shall govern in
lieu of this specification for concrete. Do not change the
selected option during the course of the work.
EXECUTION:
MA TERrAL HANDLING:
1. Delivery. Do not deliver concrete until ready for concrete placement.
a. Storage. Store concrete aggregates to prevent contamination or segregation.
Store reinforcement of different sizes and shapes in separate piles or racks
raised above the ground to avoid excessive rusting. Protect from
contaminants such as grease, oil, and dirt. Provide for accurate identification
after bundles are broken and tags removed.
b. Forms. ACI 301 -. Set forms true to line and grade and m~e mortar-tight.
Chamfer above grade exposed joints, edges, and external corners of concrete
3/4 inch, unless otherwise indicated. Before concrete placement, coat the
contact surfaces offorms with a nonstaining form coating compound. Do not
use mineral oil on forriled surfaces to be painted. Prevent concrete damage
during form removal. Concrete for footings may be placed in excavations
without forms upon inspection and approval by the Architect. Excavation
width shall be a minimum of 4 inches greater than finished dimensions
indicated.
2. Placing Reinforcement And Miscellaneous Materials. ACI 301 - Provide bars, wire
fabric, and other reinforcing materials, including wire ties, supports, and other
devices necessary to install and secure the reinforcement.
a. Cover and Splicing. ACI 301 - unless otherwise indicated.
b. Setting Miscellaneous Material. Place and secure anchors and bolts, pipe
sleeves, conduits, and other such items in position before concrete
placement. Plumb anchor bolts and check location and elevation.
Temporarily fill voids in sleeves with readily removable material to prevent
the entry of concrete.
c. Construction Joints. ACI 301 - Continue reinforcement across joints, unless
otherwise indicated. Fusion weld waters top splices.
d. Expansion Joints and Contraction Joints. ACI 301 - For slabs on grade,
provide at edges of interior floor slabs, adjacent to walls, and as indicated.
Make expansion joints 0.5 inch wide, except.as indicated otherwise. Fill
expansionjoints not exposed to weather with preformed joint material. Seal
joints exposed to weather with joint sealant. Do not extend reinforcement or
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other embedded metal items bonded to the concrete through any expansion
joint, unless an expansion sleeve is used. Provide contraction joints, either
formed or saw cut or cut with a jointing tool to the indicated depth after the
surface has been finished. Sawed joints shall be completed within 4 to 12
hours after concrete placement. Protect joints from intrusion of foreign
matter.
3.
Embedded Items. Place and secure anchorage devices and other embedded items
required for adjoining work that is attached to or supported by cast-in-place concrete.
Use Setting Drawings, templates, diagrams, instructions, and directions furnished
with items to be embedded.
a. Install anchor bolts, accurately located, to elevations required.
b. Install dovetail anchor slots in concrete structures as indicated.
4.
Measuring. Mixing. Transporting. And Placing Concrete. ACI 304, except as
modified herein. ASTM C94; machine mix concrete and provide mandatory batch
ticket information for each load of ready mix concrete. Begin mixing within 30
minutes after the cement has been added to the aggregates. Place concrete within 90
minutes of either addition -of mixing water to cement and aggregates or addition of
cement to aggregates iithe air temperature is less than 85 degrees F. Reduce mixing
time to 60 minutes if the air temperature is greater than 85 degrees F. Additional
water may be added, provided that both the specified maximum slump and water-
cement ratio are not exceeded. If the entrained air content falls below the specified
limit, add a sufficient quantity of admixture to bring the entrained air content within
the specified limits. Do not place concrete when weather conditions prevent proper
placement and consolidation; in uncovered areas during periods of precipitation; or
in standing water. Prior to placing concrete, remove dirt, construction debris, and
water from within the forms. Consolidate concrete slabs greater than 4 inches in
depth with high frequency, internal, mechanical vibrating equipment supplemented
by hand spading and tamping. Consolidate concrete slabs 4 inches or less in depth
by tamping, spading, and settling with a heavy leveling straight edge.
a. Cold Weather: AC1306R - Provide and maintain 50 degrees F minimum
concrete temperature. Do not place concrete when the ambient temperature
is below 40 degrees F. Cover concrete and provide with a source of heat
sufficient to maintain 50 degrees F minimum while curing.
b. Hot Weather: ACI 305R - Concrete temperature from initial mixing through
final cure shall not exceed 90 degrees F. Cool ingredients before mixing, or
substitute chip ice for part of required mixing water or use other suitable
means to control concrete temperature to prevent rapid drying of newly
placed concrete. Shade the fresh concrete and start curing as soon as the
surface of the fresh concrete is sufficiently hard to permit curing without
damage.
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5.
Surface Finishes. ACI 301 for repair and finish, unless otherwise specified. Slope
floors uniformly to drains where drains are provided. After troweling is completed,
apply a liquid chemical sealer-hardener to interior slabs that do not receive floor
covenng.
a. Defects. Repair formed surfaces by removing minor honeycombs, pits
greater than 1 square inch surface area or 0.25 inch maximum depth, or
otherwise defective areas. Provide edges perpendicular to the surface and
patch with nonshrink grout. Patch tie holes and defects when the forms are
removed. Concrete with extensive honeycomb (including exposed steel
reinforcement, cold joints, entrapped debris, separated aggregate, or other
defects) which affect the serviceability or structural strength will be rejected,
unless correction of defects is approved. Obtain approval of corrective
action prior to repair. The surface of the concrete shall not vary more than
the allowable tolerances of ACI 301. Exposed surfaces shall be uniform in
appearance and finished to a smooth form finish, unless otherwise specified.
b. Floated Finish. Place, consolidate, and immediately strike off concrete to
obtain proper. contour, grade, and elevation before bleedwater appears.
Permit concrete to attain a set sufficient for floating and supporting the
weight of the finisher and equipment. If bleedwater is present prior to
floating the surface, drag the excess water off or remove by absorption with
porous materials. Do not use dry cement to absorb bleed water. Surface shall
be level to within 1/4 inch in 10 feet where floor drains are not provided.
c. Steel Troweled Finish. First, provide a floated finish. When slab has
attained a proper set, trowel to a smooth, hard, dense finish. Finished
surfaces shall be free of trowel marks, uniform in texture, flat within 0.01
foot (approximately 1/8 inch) in 10 feet Hand-finish portions of the slab not
accessible to power finishing equipment (e.g., edges, corners) to match the
remainder of the slab. Power trowel once and finally hand trowel where a
finished floor covering (e.g., tile, carpet) is specified. Power trowel twice
and finally hand trowel for exposed concrete floors.
d. Broomed Finished. Provide for exterior walks, platforms, patios, and ramps,
unless otherwise ~ndicated. Provide a floated finish, then finish with a
flexible bristle broom. Permit surface to harden sufficiently to retain the
scoring or ridges. Broom transverse to traffic or at right angles to the slope
of the slab.
e. Pavement Finish. Screed the concrete with a template advanced with a
combined longitudinal and crosswise motion. Maintain a slight surplus of
concrete ahead of the template. After screeding, float the concrete
longitudinallY: Use a straight edge to check slope and flatness; correct and
refloat as necessary. Obtain final finish by belting. Lay belt flat on the
concrete surface and advance with a sawing motion; continue until a uniform
but gritty nonslip surface is obtained. Round edges and joints with an edger
having a radius of 1/8 inch.
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6.
Curing And Protection. ACI301 - Protect concrete from injurious action by sun,
rain, wind, flowing water, frost, mechanical injury, tire marks, and oil stains. Do
not allow concrete to dry out from time of placement until the expiration of the
curing period. Forms may be removed 48 hours after concrete placement.
a. Moist Curing: Provide for the removal of water without erosion or damage
to the structure.
(1) Ponding or Immersion: Continually immerse the concrete throughout
the curing period. Water temperature shall not be higher than 20
degrees F more than the temperature of the concrete. For
temperature between 40 and 50 less degrees F, increase the curing
period by 50 percent.
(2) Fog Spraying or Sprinkling: Provide uniform and continuous
application of water throughout the curing period. For temperatures
between 40 and 50 degrees F, increase the curing period by 50
percent.
(3) Pervious Sheeting: Cover the entire surface of the concrete with two
thicknesses of wet sheeting. Mats shall be at least as long as the
width of the surface to be cured. During application, 'do not drag the
mats over the finished concrete nor over mats already placed.
Completely cover surface and edges of the concrete, with a 6-inch
overlap over adjacent mats. Wet mats thoroughly and keep
continuously wet throughout the curing period.
(4) Impervious-Sheeting Curing: Wet the entire exposed surface
thoroughly with a fine spray of water and cover with impervious
sheeting throughout the curing period. Lay sheeting directly on the
concrete surface and overlap edges l2 inches minimum. Provide
sheeting not less than 18 inches wider than the concrete surface to be
cured. Secure edges and transverse laps to form closed joints. Repair
torn or damaged sheeting or provide new sheeting.
(5) Liquid Membrane-Forming Compound Curing: Seal or cover joint
openil)gs prior to application of curing compound. Prevent curing
compound from entering the joint. Provide and maintain compound
on the concrete surface throughout the curing period. Provide a
continuously wetted, permeable cover as specified in paragraph
entitled, "Hot Weather."
,(a) Application: Unless the manufacturer recommends
otherwise, apply compound immediately after the surface
.loses its water sheen and has a dull appearance, and before
joints are sawed. Mechanically agitate curing compound
thoroughly during use. Use approved power-spraying
equipment to uniformly apply two coats of compound in a
continuous operation. The total coverage for the two coats
shall be 200 square feet maximum per gallon of undiluted
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compound, unless otherwise recommended by the
manufacturer's written instructions. The compound shall
form a uniform, continuous, coherent film that will not
check, crack, or peel. Immediately apply an ~dditional coat
of compound to areas where the film is defective. Respray
concrete surfaces subjected to rainfall within 3 hours after the
curing compound application.
(b) Protection of Treated Surfaces: Prohibit foot and vehicular
traffic and other sources of abrasion for not less than 72
hours after compound application. Maintain continuity of the
coating for the entire curing period and immediately repair
any damage.
(c) Liquid Chemical Sealer-Hardener Curing. Provide for
interior floors that do not receive a floor covering, or in lieu
of liquid membrane-forming compound curing for other
surfaces. Apply sealer-hardener in a~cordance with
manufacturer's recommendations. Seal or cover joints and
openings in which joint sealant is to be applied, as required
by the joint sealant manufacturer. .
(d) Curing Periods. Allow 7 days.
7.
Sampling And Testing.
a. Sampling. ASTM C 172 - Collect sam pIes of fresh concrete to perform tests
specified.
b. Testing.
(1) Slump Tests: ASTM C143 - Take samples during concrete
placement. The maximum slump may be increased as specified with
the addition of an approved admixture provided that the water-
cement ratio is not exceeded. Perform tests at commencement of
concrete placement and for each batch (minimum) or every 10 cubic
yards (maximum) of concrete.
(2) Air Content: ASTM C173 or ASTM C231 - Test air-entrained
concrete for air content at the same frequency as specified for slump
tests .
(3) Compressive Strength Tests:. Make five test cylinders for each set of
tests in accordance with ASTM C3l. Test two cylinders at 7 days,
two cylinders at 28 days, and hold one cylinder in reserve. Samples
for strength tests shall be taken not less than once a day, nor less than
once for each 50 cubic yards of concrete, nor less than once for each
5000 square feet of surface area for slabs or walls. For the entire
project, there shall be no less than five sets of samples taken and
strength tests performed for each mix design of concrete placed.
Each strength test result shall be the average of two cylinders from
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the same concrete sample tested at 28 days. If the average of any
three consecutive strength test results is less than 3000 psi or if any
strength test result falls below 3000 psi by more than 500 psi, take a
minimum of three ASTM C42 core samples from the in-place work
represented by the low test cylinder results and test. Concrete
represented by core test shall be considered structurally adequate if
the average of three cores is equal to. at least 2550 psi and if no single
core is less than 2250 psi. Locations represented by erratic core
strengths shall be retested. Remove concrete not meeting strength
criteria and provide new acceptable concrete. Repair core holes with
nonshrink grout. Match color and finish of adjacent concrete.
MEASUREMENT AND PAYMENT:
Cast in place concrete will be considered as integral to the structures of which it is a part and
payment will be included in the various specific items in the bid schedule.
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-1.
A.
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A.
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A.
SECTION TS-18
MISCELLANEOUS METALS
SCOPE:
This section includes the fabrication and installation of steel pipe railings, handrails, and
guardrails. This specification also includes fixed aluminum wall ladders to be installed in
utility vaults.
PROJECT CONDITIONS:
Check actual locations of walls and other construction to which metal fabrications must fit,
by accurate field measurements before fabrication; show recorded measurements on final
shop drawings. Coordinate fabrication schedule with construction progress to avoid delay
of work.
PRODUCTS:
STEEL PIPE RAILINGS AND HANDRAILS:
1. General: Fabricate pipe railings and handrails to comply with requirements indicated
for design, dimensions, details, finish, and member sizes, including wall thickness
of pipe, post spacing, and anchorage.
2. Materials: Posts and rails are to be hot formed tube sections conforming to ASTM
A 501 "Hot Formed Welded and Seamless Carbon Steel Structural Tubing", Standard
Weight (Schedule 40).
3. Fabrication:
a. Interconnect railing and handrail members by butt-welding or welding with
internal connectors, at fabricator's option, unless otherwise indicated.
b. Remove sharp or.rough areas on exposed traffic surfaces.
c. Weld corners ,and seams continuously to comply with A WS D 1.1.
d. At exposed connections, finish exposed welds and surfaces smooth and
blended so that no roughness shows after finishing and contour of welded
surface matches those adjacent.
e. Form changes in direction by radius bends of radius indicated. At tee and
cross intersections, notch ends of intersecting mem bers to fit contour of pipe
to which end is joined and weld all around.
f. Form simple and compound curves by bending pipe in jigs to produce
uniform curvature fo'r each repetitive configuration required; maintain
cylindrical cross-section of pipe throughout entire bend without buckling,
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F.
G.
twisting, cracking, or otherwise deforming exposed surfaces of pipe.
g. Fabricate sleeves from steel pipe not less than 6 inches long and with an
inside diameter not less than Y:z inch greater than the outside diameter of post,
with steel plate closure welded to bottom of sleeve.
h. Apply shop primer to uncoated surfaces of metal fabrications, except those
to be embedded in concrete, unless otherwise indicated. Remove scale, rust
and other deleterious materials before applying shop coat. Clean off heavy
rust and loose mill scale in accordance with SSPC SP-2 "Hand Tool
Cleaning.
1. Preassemble items in shop to greatest extent possible to minimize field
splicing and assembly. Disassemble units only as necessary for shipping and
handling limitations. Clearly mark units for reassembly and coordinated
insf;allation.
B.
FIXED ALUMINUM WALL LADDER:
1. Ladders shall be fabricated to the lengths and widths, and installed at the locations
shown on the plans.
2. Ladders shall be detailed and submitted for approval prior to fabrication showing full
dimensions, wall and floor attachments.
3. Ladders shall be as manufactured by Precision Stair Corporation of Morristown, TN
or approved equal.
c.
BRACKETS, FLANGES AND ANCHORS: Cast or formed metal of the same type material
and finish as supported rails, unless otherwise indicated.
D.
CONCRETE INSERTS: Threaded or wedge type; galvanized ferrous castings, either
malleable iron, ASTM A 47, or cast steel, ASTM A 27. Provide bolts, washers, and shims
as required, hot-dip galvanized per ASTM A 153.
E.
WELDING RODS AND BARE ELECTRODES: Select In accordance with A WS
specifications for the metal alloy to be welded.
NONSHRINK NONMET ALLIe GROUT: Premixed, factory-packaged, nonstaInIng,
noncorrosive, nongaseous grout complying with CE CRD-C 621. Provide grout specifically
recommended by manufacturer for exterior applications of type specified in this section.
Grout shall be "BonsaI Construction Grout" by W.R. BonsaI Co., or approved equal.
FASTENERS: Provide zinc-coated fasteners for exterior use or where built into exterior
walls. Select fasteners for the type, grade, and class required..
1. Bolts and Nuts: Regular hexagon head type, ASTM A 307, Grade A.
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2. Lag Bolts: Square head type, FS FF-B-561.
3. Plain Washers: Round, carbon steel, FS FF-W-92.
4. Drilled-In Expansion Anchors: Expansion anchors complying with FS FF-S-325,
Group VIII, Type I; and machine bolts complying with FS FF-B-575, Grade 5.
5. Lock Washers: Helical spring type carbon steel, FS FF-W-84.
H.
PAINT:
1. Shop Primer for Ferrous Metal: Manufacturer's or fabricator's standard, fast-curing,
lead-free, universal modified alkyd primer selected for good resistance to normal
atmospheric corrosion, for compatibility with finish paint systems indicated, and for
capability to provide a sound foundation for field-applied topcoats despite prolonged
exposure complying with performance requirements of FSTT-P-615, Type II.
2. Top Coat: High~solids, low YOC, alkyd, gloss enamel such as Sherwin Williams'
"Industrial Enamel HS" or approved equal.
INSTALLATION:
PREP ARA TION:
1. Coordinate and furnish anchorages, setting drawings, diagrams, templates,
instructions, and directions for installation of anchorages, including concrete inserts,
sleeves, anchor bolts, and miscellaneous items having integral anchors that are to be
em bedded in concrete construction. Coordinate delivery of such items to project site.
2. Set sleeves in concrete with tops flush with finish surface ~Ievations; protect sleeves
for water and concrete entry.
GENERAL:
I. . Provide anchorage devices and fasteners where necessary for securing miscellaneous
metal fabrications to in-place construction; include threaded fasteners for concrete
and masonry inserts; lag bolts, and other connectors as required.
2. Perform cutting, drilling, and fitting required for installation of miscellaneous metal
fabrications. Set metal fabrication accurately in location, alignment, and elevation.
Edges and surfaces shall be level, plumb, true, and free of rack; and measured from
established lines and levels.
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3. Provide temporary bracing or anchors in form work for items that are to be built into
concrete masonry or similar construction.
4. Fit exposed connections accurately together to form hairline joints. Weld
connections that are not to be left as exposed joints, but cannot be shop welded
because of shipping size limitations.
c.
INST ALLA TION OF STEEL PIPE RAILINGS AND HANDRAILS:
1. Adjust railings prior to anchoring to ensure matching alignment at abutting joints.
Space posts at spacing indicated. Plumb posts in each directiofl.
2. Secure posts and railing ends to building construction by means of pipe sleeves
preset and anchored into concrete. After posts have been inserted into sleeves, fill
annular space between post and sleeve solid with nonshrink, nonmetallic grout.
D.
CLEANING AND PAINTING:
1. Touch-Up Painting: Immediately after erection, clean field welds, bolted
connections, and abraded areas of shop paint, and paint exposed areas with same
material as used for shop painting to comply with SSPC-PA 1 requirements for
touch-up of field painted surfaces. Primer shall be applied by brush or spray to
provide a minimum dry film thickness (dft) of 2.0 mils.
2. Top Coat: Two coats of topcoat paint shall be applied in accordance with
manufacturers specification to provide a minim um of 2.0 mils dft per coat. Handrail
color shall be Sherwin Williams' "Safety Yellow" or equal.
MEASUREMENT.AND PAYMENT:
No separate payment will be made for the work covered by this section, where handrail is
a part of or within the payment limits of structures.
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SECTION TS-19
GRASSING
-1.
GENERAL:
A.
This section covers the fumishing of all labor and materials and the performance of all work
required to assure the establishment of a dense permanent cover of grass on all areas of the
site disturbed by construction operations with the exception of the Augusta Country Club.
-2.
MA TERIALS:
A.
The following material shall be as specified by the "Standard Specifications," published by
the State Department of Transportation of Georgia, 1993 edition.
1. Agriculture Lime ...................Section 882.02
2. Fertilizer .......;........................Section 891.01
3. Sod ........................................Section 890.03
4. Seed.................................Section 890.01
-3.
CONSTRUCTION:
GROUND PREP ARA TION: Final grades shall be as existed prior to construction. Washes,
low spots and hillocks or windrows will be evened and the bed will be smoothed to facilitate
uniform drainage after establishment of the turf. Graded surfaces will be maintained in a
smooth and even condition until the required cover is established.
1. After the areas to be grassed have been brought to an even and smooth grade, they
shall be thoroughly loosened to a depth of at least 6 inches by plowing, discing,
harrowing, or other approved methods until the tillage is acceptable as suitable for
planting. During tillage operation, the surface shall be cleared of all roots, cable,
wire, or other waste material which might hinder final grading, planting, or
subsequent maintenance operations. Any operations of the Contractor, shall be
smoothed out before grassing operations are begun.
APPLICATION OF FERTILIZER AND LIME: Fertilizer shall be distributed uniformly at
a rate of 1500 pounds of commercial 10.10.10 analysis fertilizer per acre, and shall be
incorporated into the soil to a depth of approximately 3 inches by discing, harrowing, or
other approved methods. The incorporation of fertilizer may be a part of the tillage operation
specified above, or a part of the hydroseeding procedure as described below.
1. Immediately following, or simultaneously with, the incorporation of fertilizer, lime
shall be distributed at the rate of 1500 pounds per acre and shall be incorporated into
the soil to a depth of at least three inches by discing, harrowing, or other acceptable
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methods. The incorporation of lime along with the fertilizer may form a part of the
tillage operation specified above.
2. Not less than 30 days after completion of seeding, the Contractor shall furnish and
apply Nitrate of Soda or Ammonium Sulphate to the planted areas. Nitrate of Soda
shall be a commercial product, containing not less than 16 percent Nitrogen and
Ammonium Sulphate not less than 20 percent Nitrogen. The Nitrogen fertilizer shall
be uniformly spread and distributed with approved equipment at a rate that will give
not less than 60 pounds of available Nitrogen per acre. Other commercial types of
nitrogenous material may be substituted at the option of the Contractor. The time of
application shall be limited to the season of June through August.
c.
SODDING: Sod shall be planted where grassing is required within or adjacent to any
residential lawn. Sod shall be: state certified of a like variety as the existing lawn, strongly
rooted, and free of pernicious weeds. It shall be mowed to a height not to exceed 3 inches
before lifting and shall be of uniform thickness with not over 1-112 inches or less than 1 inch
of soil. Sodding will not be permitted between October 15 and February 15. Temporary
seeding shall be performed during this period as described below.
1. Before the delivery of sod, areas to be sodded shall be brought toth,e lines and grades
as required and then plowed, diced or harrowed or otherwise loosened to the depth
of not less than 2 inches. Cleanup shall include removal of stones larger than 2
inches in any diameter, sticks, stumps and other debris which might interfere with the
proper laying or subsequent growth of sod.
2. Sod shall be laid on the prepared sod bed within 24 hours after cutting, except that
sod may be stored in stacks or piles, grass to grass and roots to roots for not more
than 5 days. Sod shall be protected against drying from sun or wind and from
freezing as necessary. The moving and laying of sod shall, as far as possible, be
done when weather conditions and soil moisture are favorable.
3. Dry sod bed areas shall be well moistened before sod is laid. Sections of solid sod
shall be laid edge to edge with staggered joints. Openings shall be plugged with sod
or filled with acceptable loamy topsoil. After laying and joint filling, sod shall be
rolled or tamped with approved equipment to eliminate air pockets and provide an
even surface.
4. Sod shall be watered when laid and kept moist until final acceptance of the contract.
Watering shall be done so as to avoid erosion.
PERMANENT SEEDING:
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-4.
1. Permanent grass cover will consist of Hulled Common Bermuda seeded at a rate of
40 to 45 pounds of seed per acre. Permanent seeding shall only take place between
the dates of April 15 and September 15. Otherwise, temporary grassing as described
below shall be undertaken.
2. Seed may be applied by means of a Hydro-seeder or other means approved by the
Engineer.
3. Immediately after seeding operations have been completed, the areas shall be
compacted by means of a cultipacker, roller wood float, or other approved equipment
sufficiently weighted, or compacted by hand methods, to reduce air pockets to a
minimum. The complete planted area shall be left with a firm, even surface, free
from abrupt humps and hollows, and to the established grade.
4. All areas seeded for temporary or permanent grass shall be uniformly mulched with
hay or straw at the rate of 1 Y2 tons per acre, except where hydroseeding is employed
using a cellulose mulch mixed with the seed and fertilizer.
E.
TEMPORARY GRASS: Temporary grass shall be used when directed by the Engineer to
control erosion where permanent grassing cannot be planted.
1. Temporary grass shall be a quick growing species such as rye grass suitable to the
area and season. Seeding shall be done in accordance with the permanent grassing
requirements above, except that ground preparation shall be the minimum required
to provide a seed bed where further grading will be required. Areas that require no
further grading shall be prepared as described in "GROUND PREPARATION"
above. Lime shall be omitted unless the area will later be planted in permanent grass
without further grading in which case lime shall be applied as described above.
Fertilizer shall be applied at the rate of 400 pounds per acre. Nitrogen shall be
omitted.
2. In March or April of the following year, as soon as weather is suitable, all areas
planted in temporary grass shall be thoroughly plowed up and grassed in accordance
with the applicable permanent grassing method described above.
F.
MAINTENANCE: The Contractor shall erect necessary warning signs and barriers, mow
grassed areas, and repair or replace grassed areas failing to show a uniform growth of grass,
or damaged by his operations, and shall otherwise maintain the grass until final acceptance
of the contract. Replacement of dried out or damaged grass shall be at the Contractor's
expense.
ACCEPTANCE:
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A.
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-5.
A.
Grassed areas will be accepted when a 95% cover by permanent grasses is obtained and
weeds are not dominant.
The work may be accepted in whole or in part as determined by the Engineer and the Owner.
PA YMENT:
Payment will be made in accordance with the unit prices given in the Bid Schedule for
Permanent Grassing, Seeding and Sodding as applicable. No separate payment will be made
for temporary grassing.
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SECTION TS-20
RESTORA TION-A UGUST A COUNTRY CLUB
-1. SCOPE:
A. This section shall apply to all restoration work within the Augusta Country Club.
Restoration includes placement of topsoil, finish grading, feature reconstruction (tees,
bunkers, greens, drainage structures, irrigation systems, cart paths, etc.), planting bed
preparation, and grassing.
-2. GENERAL:
A. The property of the Augusta Country Club shall be fully restored to its pre-construction
condition unless otherwise indicated on the drawings. All work incidental to the utility
installation shall be completed by the General Contractor in accordance with the applicable
sections of these specifications except as modified below. The General Contractor shall
retain a Golf Course Contractor to perform the above listed operations, and any other work
particular to golf course construction that is not specifically covered by other sections of
these specifications, as applicable to the restoration of the golf course; the Golf Course
Contractor shall be one of the following:
c.R. Sanders Inc.
1770 N. Germantown Pkwy., Suite 239
Cordova, TN 38018
(901) 757-0716
Attn: Mr. Joe Sanders
Course Crafters
P.O. Box 3251
Gainesville, GA 30503
(770) 503-0858
Attn: Mr. Bob Pinson
Wadsworth Golf Contractors
200 Forest Lakes Blvd.
Oldsmar, FL 34677
(813) 854-2400
Attn: Mr. Jon Shapland
-3. EARTHWORK:
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-4.
A.
A.
ROUGH GRADING: .
1. The General Contractor shall backfIll all excavations to the level of the surrounding
ground in accordance with the section entitled "EXCAVATING, TRENCHING
AND BACKFILLING FOR PIPE LINES" and shall ensure that all areas drain freely.
2. The Golf Course Contractor shall place and grade materials to form structures such
as tees, greens, and bunkers.
3. Reconstructed grades shall match previously existing grades, and be blended into
surrounding natural grades.
B.
PLACEMENT OF TOPSOIL AND FINE GRADING:
1. The Owner, in consultation with ACC personnel, shall make final approval of rough-
graded areas prior to the replacement of topsoil, and the finished topsoil surface.
2. Topsoil shall be replaced on approved areas after irrigation and drainage work is
completed.
3. Topsoil shall be placed to a depth of 6 inches over all designated areas with no water
holding pockets.'
4. All debris % inches or larger shall be removed using stone pickers, rakes or other
implements that do not disturb grade or create water holding pockets.
5. All disturbed areas shall be smoothed and fine graded (see "PLANTING BED
PREP ARA TION").
FEA TURE CONSTRUCTION:
TEES: Construct tees as follows:
1. Place and compact subgrade to an elevation at tee edge 6 inches below proposed
finish grade; the subgrade shall slope toward the drain line with a minimum slope of
1%.
2. Excavate trench 8 inches wide x 12 inches deep in the subgrade in the center of the
tee; spread 2 inches of pea, gravel in the bottom of the trench and lay a 4 inch
perforated corrugated plastic pipe (CPP) on the gravel bed; install 14 gage metal
locator wire in the trench; backfill trench with gravel to the top after installing a non-
perforated CPP outfall line and locator wire to the discharge as determined in the
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field; stake and label discharge pipe outfaIi locations for later use in As-Built
preparations; where possible utilize existing outfall lines.
3. Spread approved mix over the sub grade compacted to 6 inches above sub grade at tee
edge; shape tees such that the front of the tee is perpendicular to the flight of the tee
shot; float tee surfaces to a level finished grade.
4. Create shallow swales where needed to divert surface drainage away from tee tops.
5. Larger tee surfaces may require a herringbone drainage pattern (TYP).
B.
BUNKERS: Bunkers shall be reconstructed exactly as they were prior to construction unless
otherwise shown on the plans or directed by the Engineer.
1. Construct trenches 8 inches wide x 12 inches deep in low area of each bunker lobe;
grade trench bottom surface.
2. Install a 4 inch layer of washed gravel in trenches; install a 6 inch diameter perforated
pipe, either CPP or PVC, laid with the holes down; connect all pipe lengths securely
with impervious sleeves; backfill. trenches to surface with gravel; install non-
perforated pipe to outfall; install 450 cleanout fitting on upper end of all main drain
pipes and extend to surface; cap pipe and cover with aluminum pie plate; install 14
gauge metal locator wire in trench and attach securely to cleanout; backfill over
cleanout with 12 inches of topsoil; mark for reference on As-Builts.
3. Where possible, connect new drain lines to existing outfall lines.
4. Where required, install new outfall pipe to discharge location established in the field;
install 14 gauge metal locator wire in trench; backfill trenches with suitable material;
compact backfill to within 4 inches of surface; backfill remainder of trench with
topsoil; stake and label outfall locations for later use in As-Built preparations.
5. In the base of the bunker, install a 1 inch layer of pea gravel.
6. Cover entire bunker with Trevira #1120 Spunbound or Synthetic Industries #601
liner and key the liner 4 inches below the bunker surface edge.
7. Prior to sand installation, cut out the liner over the trench and replace with Enkamat
7010 or 7020, or Synthetic Industries ECRM 450 liner to prevent gravel from
migrating into the sand.
8. Drain lines from green bunkers shall not be run through putting surfaces; connect
bunker drain to green drain outside the green perimeter.
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9. Utilizing grade stakes, install sand to a depth of 6 inches.
c.
GREENS: The Contractor shall take whatever steps are necessary to minimize damage to the
No.7 green. That portion of the green that is disturbed shall be repaired using the following
procedures.
1. The slope of the sub grade shall conform to the general slope of the finished grade.
The subgrade shall be established approximately 16 inches below the proposed
surface grade and shall be thoroughly compacted to prevent further settling. Water
collecting depressions shall be avoided. The sidewalls shall be kept as vertical as
possible.
2. The subsurface drainage system shall be repaired/supplemented as necessary. Main
drainage lines shall having a minimum diameter of six inches shall be placed along
the lines of maximum fall. Four inch diameter laterals shall run up and across the
slope of the subgrade, allowing a natural fall to the main line. Lateral lines shall be
spaced not more than 15 fe~t apart and extended to the perimeter of the green.
Lateral lines shall be placed in water-collecting depressions, should they exist. At
the low end of the gradient, adjacent to the main line's exit from the green, drainage
pipe shall be placed along the perimeter of the green, extending to the ends of the
first set of laterals. This shall facilitate drainage of water that may accumulate at the
low end of that drainage area.
Collector pipes shall be perforated PVC or corrugated plastic pipe.
Drainage trenches shall be 6 inches wide and a minimum of 8 inches deep and shall
be cut into a thoroughly compacted subgrade so that drainage lines slope uniformly.
Spoil from the trenches shall be removed from the subgrade cavity, and the floor of
the trench shall be smooth and clean.
Connections shall be made to existing drain lines USIng suitable water-tight
couplings.
Where required, run new main drain lines to natural drainage areas using non-
perforated 4 inch outfall line beyond the perimeter of the collar. Stake and label
conduit pipe outfall locations. Install a cleanout fitting at the upper end of all main
drain lines outside the green perimeter. Extend cleanout pipe to 12 inches below the
surface and cap. Install 14 gauge metal locator wire in trench along all main lines
and outfall lines. Cover top of cleanout with aluminum pie plate and cover with soil.
A layer of gravel shall be placed in the trenches to a minimum depth of 1 inch or
deeper as necessary to maintain positive slope on the drain lines.
All drainage pipe shall be placed on the gravel bed in the trench, assuring a minimum
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positive slope of 0.5 percent. Perforated pipe shall be placed in trench with holes
facing down. Backfill with additional gravel to top of trench, taking care not to
displace any of the drainage pipe.
3.
Set grade stakes at frequent intervals over the sub grade and mark them for the gravel
drainage blanket layer, and root zone layer. If the green has a break, set a series of
stakes along the toe of the slope of the break, and a second line of stakes along the
top edge. Mark each stake at 4" and 16" to indicate the elevation of the gravel
blanket and greensmix respectively. In the same manner, stake and mark small
features in the putting surface. The stakes are to remain in place until all materials
are installed and approved by the Engineer.
4.
The putting surface shall be lined with a 24 inch wide strip of 30 mil HDPE plastic
interface as supplied by Eagle Golf and Landscape, or approved equal. The lining
shall be secured with stakes placed at 10 foot intervals. The stakes shall be marked
as described above. Install a 14 gauge metal wire attached to the plastic interface to
enable location of the green perimeter. The ends of the locator wire shall be securely
connected to the existing perimeter wire. At the time the surfaces are finished, the
plastic interface shall be such that the top coincides with the finished surface grades.
Special care shall be taken to prevent settlement along both sides of the interface.
5.
The entire subgrade then shall be covered with a layer of clean, washed, crushed
stone or pea gravel to a minimum thickness of four inches, confomiing to the
proposed final surface grade to a tolerance of + 1 inch. Rubber wheel tractors are not
to be used for spreading gravel.
Soft limestones, sandstones, or shales are not acceptable. Questionable materials
shall be tested for weathering stability using the soundness test (ASTM C-88). A
loss of material greater than 12% by weight is unacceptable.
The L.A. Abrasion test (ASTM C-131) shall be performed by an approved soil
testing laboratory on any materials suspected of having insufficient mechanical
stability to withstand ordinary construction traffic. The value obtained using this
procedure shall not exceed 40.
Selection of the gravel is based on the particle size distribution of the root zone
material. The Contractor shall work closely with the soil testing laboratory in
selecting the appropriate gravel. Strict adherence to these criteria is imperative;
failure to follow these guidelines could result in green failure. Either of the
following two methods may be used:
a. Send samples of different gravel materials to the lab when submitting
samples of components for the root zone mix. As a general guideline, look
for gravel in the 2mm to 6mm range. The lab first shall determine the best
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root zone mIx, and then shall test the gravei samples to determine if any meet
the guidelines outlined below.
b. Submit samples of the components for the root zone mix, and ask the
laboratory to provide a description, based on the root zone mix tests, of the
particle size distribution required of the gravel. Use the description to locate
one or more appropriate gravel materials, and submit them to the laboratory
for confirmation.
Size Recommendations for Gravel
Performance Factors Recommendation
Bridging Factor D]5(gravel) < 5 X D85(root zone)
Permeability Factor DI5(gravel) > 5 X Dl5(root zone)
Uniformity Factors D9o(gravel)/D15(gravel) < 2.5
% Passing W' (l2mm) Sieve 100%
% Passing No. 10 (2mm) Sieve < 10%
% Passing No. 18 (lmm) Sieve <5%
6. The soil used in the root zone mix shall have a minimum sand content of 60%, and
a clay content of 5% to 20%. The final particle size distribution of the sand/soil/peat
mix shall conform' to that outlined in these specifications, and meet the physical
properties described herein.
The sand used in the root zone mix shall be selected so that the particle size
distribution of the final root zone mixture is as described in the following table:
Material Particle Diameter Percent by Weight
Fine Gravel 2.0 - 3.4 mm Not more than 10% of the total
particles in this range including a
Very Coarse Sand 1.0 - 2.0 mill maximum of 3% fine gravel
(preferably none)
Sand Particle Size Distribution of USGA Root Zone Mix
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Coarse Sand 0.5 - 1.0 mm Minimum of 60% of the particles
Medium Sand 0.25 - 0.50 mrn must fall in this range
Fine Sand 0.15 - 0.25 mm Not more than 20% of the particles
may fall within this range
Very Fine Sand 0.05 - 0.15 mm <5% Total particles in this range
shall not exceed 10%
Silt 0.002 - 0.05 mm <5%
Clay Less than 0.002 mm <3%
The organic compound used in the root zone mix shall be peat such as Dakota Reed
Sedge or equal. It shall have a minimum organic matter content of 85% by weight
as determined by loss on ignition (ASTM D2974-87 Method D).
The root zone mix shall have the physical properties as summarized in the following
table, as tested by USGA protocol:
IYSIC roper es 0 e 00 one x
Physical Property Recommended Range
.
Total Porosity 35% - 55%
Air-filled Porosity (at 40 15% - 30%
cm tension)
Capillary Porosity (at 40 15% - 25%
cm tension)
Saturated Conductivity 6 - 12 inches/hour
Organic Matter Content 1 % - 5%
(by weight)
Ph . al P
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7.
Root zone components shall be mixed off-site at a facility capable of monitoring
quality control. The Contractor shall furnish a copy of lab tests verifying that the
proposed materials meet USGA specifications for greensmix. The greensmix shall
be tested during blending for sand particle analysis, percolation rate and sand/peat
ratio. Care shall be taken to avoid overshredding the peat, since it may influence
performance of the mix in the field. Peat shall be kept moist during the mixing to
ensure uniform mixing and to minimize peat and sand separation. The mix shall be
approved by the Golf Course Superintendent prior to placement on the green.
8.
The thoroughly mixed.root zone material shall be placed on the green site and firmed
to a uniform depth of 12 inches, with a tolerance of +1/2 inch in the following manner.
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E.
Be sure that the mix IS moist when spread to discourage migration into the gravel and
to assist in firming. Transport approved greensmix to the green site and dump at one
spot. Spread the mix ensuring that the spreading machine operates on a full depth
of mix at all times; avoid damage to the gravel by operating tractor with its weight
on the greensmix and not on the gravel base. Allow no rubber wheel vehicles or
dumptrucks on the gravel base prior to or during the spreading of the greensmix.
Compact greensmix to a compacted state by rolling. Fine grade and float entire
green area, giving special attention to the perimeters along the plastic interface, so
that contours blend into surrounds.
Using a level or transit, finish putting surfaces to match original forms shaped in the
native soil within :t1 inch.
9. Sterilization of the root zone mix by fumigation shall be performed.
D.
FRENCH DRAINS: French drains shall be installed to replace damaged lines, where called
for on the plans, or where ordered by the Engineer.
1. French drains shall be installed using 4 inch perforated CPP or PVC pipe laid on a
2-inch bed of gravel.
2. Trenches shall be backfilled with gravel to within six inches of the surface.
3. The remaining 6 inches shall be backfilled with greensmix.
4. The spacing of laterals will be on 10 foot centers.
CART PATHS: Cart paths shall be removed as required to facilitate utility construction.
Cart paths shall be removed to the nearest construction joint. Cart paths shall be
reconstructed in the original location and alignment in accordance with the
"MISCELLANEOUS CONCRETE" section of these specifications except as modified
below. Patching will not be permitted.
1. The subgrade shall be properly compacted to prevent future settlement of the cart
path.
2. Cart paths shall be constructed of 4 inch thick 3000 psi concrete, hand-formed and
brush-finished.
3. Concrete shall be fiber-reinforced at a rate of 1.5 Ibs. of fiber per cubic yard of
concrete. ---
4. The paths shall have 6-inch thick X 12-inch wide edge beams.
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C.
-6.
A.
5. 1/8 inch wide control joints shall be made every 8 feet by saw-cutting to a depth of
1 inch within 24 hours.
6. Expansion joints shall be installed every 24 feet, or as otherwise needed at changes
in vertical alignment.
-5.
PLANTING BED PREPARA TION:
A.
SOIL AMENDMENTS: The Contractor shall be responsible for the application of a soil
amendment and a pre-plant fertilizer in two separate operations. Soil amendments shall be
applied prior to tillage.
1. Dolomite lime shall be applied at a rate of 2000 pounds per acre.
2. Fertilizer shall be applied at a rate of .75 pounds Nitrogen and Phosphorus
per 1000 square feet.
B.
TILLAGE AND SCARIFICATION: Till andJor scarify the soil thoroughly using a plow,
disc or other approved method to a depth of 4-12 inches, until condition of the soil is
acceptable to the Golf Course Superintendent.
FINISHING:
1. Bring all surfaces to be grassed to finished grade, guarding against contamination by
foreign matter on top of finished grade.
2. Float surfaces to smooth finished grade, insuring that there are no water-holding
pockets or stones or debris % inch or larger using stone pickers, rakes or other
implements that do not disturb grade.
a. Float fairways and roughs to a minimum 3% slope away from center.
b. Float all tees as described earlier under Tee Construction Specifications.
c. Float greens as directed earlier under Green Construction Specifications.
SODDING:
Golf Course Superintendent shall make final approval of finished surfaces after soil
amendments have been applied and immediately prior to grassing. All sod to be used shall
be approved by the Golf Course Superintendent prior to application. Install sod as follows,
keying it in around feature edges and all structures such that sod blends smoothly into
finished grade; stake sod as needed to prevent movement.
GREENS: Sodding of greens will be done by ACC personnel.
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c.
-7.
-8.
B.
TEES: Sod tees using 419 Bermuda from a certified sod grower approved by Golf Course
Superintendent.
FAIRWAYS: Sod fairways with 419 Bermuda from a certified sod grower approved by Golf
Course Superintendent.
MAINTENANCE OF PLANTED AREAS:
The ACC will be responsible for watering and maintenance of planted areas upon completion
of sod laying operations.
PAYMENT:
Payment for work under this section will be made at the lump sum price for Augusta Country
Club Property Restoration appearing in the bid schedule.
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APPENDIX A
SUBSURFACE INVESTIGATION REPORT
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PROPOSED 60" RAW. WATER.
TRANSMISSION MAIN
. AYGUS~A, GEORGIA..
"/P'.O. NUMBER, 152888
. . ;.
REPORT NUMBER ~-02298
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. CSRA Testing and Engineering Company, Inc.
1005 Emmett Street, Suite A
Augusta, Georgia 30904
(706) 733-6960 e Fax (706) 733-0629
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TESIT'JNG AND ENGINEERING CG., 'INC.
1005 EMMETT STREET, SUITE A
AUGUSTA, GEORGIA 30904
(706) 733-6960
FAX (706) 737-0629
March 25, 1998
Cranston, Robertso~ and Whitehurst
P.O. Box 2546
Augusta, Georgia 30903-2546
Attn: Mr. Tom Zeaser
Re: Proposed 60" Raw Water
Transmission Main
Augusta, Georgia
P.O.~umberI52888
(B-02298)
Dear Tom:
As requested, this firm has performed a subsurface exploration at the above
subject site. We are enclosing three (3) copies of the completed report. This report
describes the methods of exploration and presents the results of our tests. .
. If there are any changes in the plans or ifwe can be offurther service, please do
not hesitate to contact us.
Sincerely,
'.. f/1.{)~
James M. Pope, P.E.
President
JMP/dq
Member of American Society for Testing and Materials
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INTRODUCTION
This report presents the results of a subsurface exploration for a new 60" raw
water transmission main to be located in West Augusta.
The purpose of this work was to evaluate the suitability of this site for the
proposed construction and determine whether any extraordinary conditions could be
expected. In order to explore the subsurface soil conditions, test borings were made
to determine the character and composition of underlying soil strata and to define the
soil profile within the areas of tbese borings. Samples of the soil were obtained from
the test borings for field and laborat<;>ry analyses to assess engineering characteristics
of the subsurface materials and to provide criteria for use by the design engineers in
preparing the construction plans for this project.
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The field exploration to determine the engmeenng characteristics of the
foundation materials included a reconnaissance of the project site, the making of the
borings, the performance of standard penetration tests and the recovery of disturbed
split spoon samples. The apparent ground water level was recorded in each boring
after completion.
, . Six (6) test borings have been made, and these were drilled to depths shown on
the individual test boring records. The boring locations are shown on an attached
Boring Location Plan.
Soil sampling was performed in accordance with ASTM D-1586 utilizing a truck
mounted drill rig. The borings were made with continuous steel auger flights. At
regular intervals, standard penetration tests were conducted with a two inch (2 ") split
tube sampler. The sampler was first seated six inches (6") to penetrate any loose
cuttings, then driven an additional foot with blows of a 140 pound hammer falling thirty
inches (30"). A record was made of the number of hammer blows required to drive the
sampler the final foot. This nut.Dber is designated the penetration resistance and is an
index of the soil strength and density.
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I ., SUBSURFACE CONDITIONS
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Representative samples of the soils obtained by the standard penetration tests
were visually examined in the field and returned to our laboratory for further analysis.
In the laboratory, each sample was examined and classified by composition and texture
according to the Unified Soil Classification System, and further Classified in accordance
with a soil parameter table supplied by the client. -
. The types of subsurface materials encountered in these test borings are described
on the accompanying tesfboring records. The results of our standard penetration tests,
and water level observation at the tiIp.e of this exploration are listed in ninnerical form
on the test boring recordS. The soil conditions described in the test boring records
represent our interpretation of the field boring logs, visual examination of the soil
samples, and comparison to typical samples from past explorations in this geophysical
regIOn.
Representative samples of the soil were placed in special sample jars and are
now stored in our laboratory if further analysis is desired. Unless we' are notified
otherwise, all of the soil samples from this exploration will be disposed of after thirty
(30) days.
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SITE CONDITIONS
The proposed route of the new 60" raw water transmission main and the area of
our subsurface exploration extends from the canal located just north of Lake Olmstead
southeast along a corridor to Wrightsboro Road at Highland Avenue.
The subsurface conditions underlying this site were found to generally consist
of granular sands, clayey sands, and clayey silts. The depths at which the different
soils were' encountered and the stratum thickness varied somewhat over the site,
probably due to past erosion processes and to the large difference in surface elevation.
The standard penetration test results varied somewhat between the different areas,
probably due to the same'conditions described above. In general, low to moderate soil
bearing qualities are indicated by the results of these tests.
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WATER LEVEL OBSERVATIONS
Water level observations were made during the boring operations and are noted
on the test boring records for each of the respective test boring locations. In relatively
pervious or sandy soils, the indicated levels are considered reliable ground water
elevations. In relatively impervious soils, the accurate detennination of the ground
water elevation may not be possible even after several-days of observation. Seasonal
variations may influence the levels of the ground water table and volumes of water will
depend on the permeability of the upper soils. If deep excavations or pits are planned,
, additional long-term studies of the ground water table would be advisable. TIlls can
be done with the installation of piezometers or perforated casings which extend below
the bottom of proposed excavations.
At the time of this exploration, ground water was encountered in only two of the
six borings. Boring number one (B-1) showed a ground water level at twelve feet (12 ')
below the surface and boring number three (B-3) had a ground water level of two teet
(2') below the ground surface.
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DISCUSSION
Based upon the results of conditions encountered in these test borings, it is our
opinion that this area can be utilized for the planned raw water transmission main with
, consideration given to the various soil and ground water conditions.
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AUGUSTA, GEORGIA 30904 (706) 733-6960
(FAX) 737-0629
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PROJECT Proposed 60" Raw 'Water Main
Augusta, Georgia
BORING NO.
B-1
LOCA TION
DATE
March 17, 1998
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
PENETRATION
VALUE (N)
SOIL ,PERCENT
PARAMETER MOISTURE
Very Stiff, Reddish-Brawn Silty Clay
21 @ 2'
18 @ 4'
16 @~:7 '
13 @ 9'
Clay-l
5'
10'
Finn to Loose, Brawn and Tan Slightly Claye
Sand
sand-Silt
9 @ 14'
Boring Tenninated at 15 feet.
20'
25'
30'
35'
40'
N Value is number of blows of 140 pound
hammer required to drive 2" split-tube
sampler one foot after seated.
12'
-===- WATER TABLE
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TESTI'N'G'\'& ENGI'NEE'RIN'G GO., INC.
AUGUSTA, GEORGIA 30904 (706) 733-6960
(FAX) 737-0629
PROJECT Proposed 60" Raw Water Main
Augus ta, Georgia
BORING NO.
March 10, 1998
B-2
lOCA nON
DATE
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
PENETRATION
VALUE (N)
SOIL PERCENT
PARAMETER MOISTURE
Soft to Stiff, Reddish-Bi:own Sandy Clay
3 @ 2'
4 @ 3'
Coh-Gran
5'
15 @ 7'
Stiff, Reddish-Brown Silty Clay
16 @ 9'
Silt-1
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16 @ 14'
Boring Tenninated at 15, feet.
20'
25'
30'
35'
40'
N Value is number of blows of 140 pound
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--===- WATER TABLE
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AUGUSTA, GEORGIA 30904 (706)733-6960
(FAX) 737-0629
B-3
BORING NO.
March 16, 1998
DATE
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
PENETRATION
VALUE (N)
SOIL PERCENT
PARAMETER MOISTURE
7 @ 2'
Loose, Brown and Tan Silty Sand
Good Sand
5 @ 4'
5'
Loose, Gray and Brown Silty Sand
9 @ 7'
.Good Sand
Very Stiff, Brown and Gray'Sandy Clay
16 @ 9'
Coh-Gran
Very Stiff, Brown anq., Gray Sandy Clay
Silt-l
64 @ 14'
Boring Tenninated. at 15 feet.
20'
25'
30'
35'
40'
N Value is number of blows of 140 pound
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(FAX) 737-0629
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PROJECT ProP.Osed 60" Raw Water Main
LOCA TION Augusta, Georgia
DEPTH
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DESCRIPTION
Finn Brownish-Tan Sil Sand
Finn, Gray and Tan Sandy Clay
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BORING NO.
8-4
DATE March 16, 1998
PENETRATION SOIL PERCENT
VALUE (N) PARAMETER MOISTURE
Gcxx1 Sand
12 @ 2' Coh-Gray
15 @ 4' Silt-1
16 @ 7' Silt-1
19 @ 9'
Stiff. Gray Clayey Silt with Quartz Fragment
Stiff to Very Stiff, Tan and White Clayey
Silt
Hard, Brown Clayey Silt
Boring Terminated at 15 feet.
20'
25'
30'
35'
40'
N Value is number of blows of 140 pound
hammer required to drive 2" split-tube
sampler one foot after seated.
Silt-1
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None at tirre of boring
-====- WATER TABLE
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AUGUSTA, GEORGIA 30904 (706) 733-6960
(FAX) 737-0629
PROJECT Proposed 60" Raw Water Main
LOCATION Augusta, Georgia
BORING NO.
8-5
DATE
March 9, 1998
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
PENETRATION
VALUE (N)
SOIL
Pl\RAMETER
PERCENT
MOISTURE
Very Loose, Tan Clayey Sand
IDose, Red and Tan Clayey Sand
2 @ 2'
2 3'
7 @ 4'
Coh-Gran
Coh-Gran
Very Stiff, Reddish-Tan Clayey Silt
15 @ 7'
Silt-l
VeI;Y Stiff, ReddiSh-Brown and Tan Clayey
Silt
18 @ 9'
Silt-l
Very Finn, Reddish-!.an Clayey Sand
Sand. Silt
24 @ 14'
Boring Tenninated at 15 feet.
2()'
25'
30'
35'
. ","
40'
N Value is number of blows of 140 pound
hammer required to drive 2" split-tube
sampler one foot after seated.
None at time of boring
-===- WATER TABLE
I'"
a ~,',:" ~.'...,.,-~ ..:.".....i.: .
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a .,', 1005 EMMETT STREET, SU';E A,
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-1 lOCATION Augusta, Georgia
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TESTING -& ENGINEERING
AUGUSTA, GEORGIA 30904
PROJECT ProlJOsed 60" Raw Water Main
, '
CO., IN'C.:
(706) 733-6960
(FAX) 737-0629
8-6
BORING NO.
March 9, 1998,
DATE
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
PENETRATION
VALUE (N)
6 @ 2'
Loose to Very Loose, Reddish-Tan Slightly
Clayey Sand
3 @ 4'
Very Loose, Tan Slightly Clayey Sand
3 @ 7'
Very Wase, Reddish-Tan Clayey Sand
2 @ 9'
B'
Very Loose, Reddish-':I'9fi Clayey Sand
2 @ 14'
Boring Tenninated at 15 feet.
20'
25'
30'
35'
40'
SOIL
Pr>.RAMETER
PERCENT
MOISTURE
Sand Silt
Sand Silt
Coh-Gran
Coh-Gran
N Value is number of blows of 140 pound
. hammer required to drive 2" split-tube
sampler one foot after seated.
None at tirre of boring
-===- WATER TABLE
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TESTING AND ENGINEERING CO.,'INC.
1005 EMMETT STREET, SUITE A
AUGUSTA, GEORGIA 30904
(706) 733-6960
FAX (706) 737-0629
Report No. 8-02298
Date September 15. 1998
CLIENT: Cranston, Robertson and Whitehurst
Dwight E. Funderburk, II
PROJECT: 60" Raw Water Transmission Main
LOCATION:. Washington Road, Augusta, Georgia
As requested, we have performed a subsurface investigation near the proposed
Washington Road tunnel.
Two (2) auger borings were performed, one near each end of the proposed tunnel
pits. At location A8-1, we encountered auger refusal at seven feet (7') below the existing
surface. At location A8-2, the soils consisted of silty sands underlain by sandy clays.
These borings were performed on the north (A8-1) and south (AB-2) ends of the proposed
tunnel.
If you have any questions or if we can be of further service, please contact us.
Respectfully submitted,
c;;;;::;;;~ng Co, Inc
Michael W. Pope -,ae--
2 cc: CRW; Dwight E. Funderburk, II
Member of American- Society for Testing and Materials
----------------~-~
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TESTING & ENGINEERING CO., INC.
AUGUSTA, GEORGIA 30904 (706) 733-6960
(FAX) 737-0629
1005 EMMETT STREET, SUITE A
PROJECT
lOCA TION Washington Road
60" Raw Water Transmission Main
BORING NO.
AB-1
DATE
September 11, 1998
DEPTH
FEET
VISUAL SOIL
DESCRIPTION
SOIL
PARAMETER
UNIFIED
CLASS.
PERCENT
MOISTURE
Reddish-Brown Silty Sandy Clay
Coh-Gran
5'
Auger Refusal
10'
Top 2" is Asphalt.
15'
20'
25'
30'
35'
40'
N Value is number of'blows of 140 pound
hammer required to drive 2" split-tube
sampler one foot after seated.
, None.,.... ,.\,.
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TESTING & ENGINEERING CO., INC.
AUGUSTA, GEORGIA 30904 (706) 733-6960
(FAX) 737,0629
1005 EMMETT STREET, SUITE A
I PROJECT 60" Raw Water Transmission Main
I LOCATION Washington Road
BORING NO.
AB-2
DATE
September 14, 1998
DEPTH VISUAL SOIL
I FEEf DESCRIPTION
I Brown Silty Sand
Reddish-Brown Silty Clay
I
Reddish-Brown Clayey Sand
I 10'
I Reddish-Tan and White Silty Clay
I 15' Auger Refusal.
I
I 20'
I 25'
I
I 30'
I
35'
I
I 40'
I N Value is number of blows of 140 pound
hammer required. to drive 2" split-tube
sampler one foot after seated.
SOIL '1 UNIFIED
PARAMETER CLASS.
PERCENT
MOISTURE
Sand-Silt
Silt-1
Sand-Silt
Silt-l
;- ..-. _,;-'7)YA.~ER.: TABLE.. ,..~<:.i::;.1"-