HomeMy WebLinkAbout106-94 RESOLUTION•
•
RESOLUTION NO. 106-94
A RESOLUTION AWARDING BID NO. 94-50A TO SW EETSER
CONSTRUCTION IN THE AMOUNT OF $303,296.80 WITH A
CONTINGENCY AMOUNT OF $20,00.00; AUTHORIZING
THE MAYOR AND CITY CLERK TO EXECUTE A
CONTRACT FOR A NEW BRIDGE AND INTERSECTION
IMPROVEMENTS AT THE INTERSECTION OF
STUBBLEFIELD AND OLD MISSOURI ROADS; AND
APPROVAL OF A BUDGET ADJUSTMENT.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF
FAYETTEVILLE, ARKANSAS:
Section 1. The City Council hereby awards Bid No. 94-50A to Sweetser Construction
in the amount of $303.296.80 plus a contingency amount of $20,000.00, and authorizing the
Mayor and City Clerk to execute a contract for a new bridge and intersection improvements at
the intersection of Stubblefield and Old Missouri Roads. A copy of the contract is attached
hereto marked Exhibit "A" and made a part hereof.
Section 2. The City Council hereby approves a budget adjustment increasing Street
Improvements, Acct. No. 4470 9470 5809 00, in the amount of $323,297.00, and Transfer to
Sales Tax Construction Fund, Acct. No. 1010 6600 7602 47, in the amount of $145,000.00, by
decreasing Street Improvements, Acct. No. 4470 9470 5809 01, Project No. 94034, in the
amount of $178,297.00; Transfer from General Fund, Acct. No. 4470 0947 6602 01. in the
amount of $145,000.00; and Use of Fund Balance, Acct. No. 1010 0001 4999 99, in the amount
of $145,000.00. A copy of the budget adjustment is attached hereto and made a part hereof.
PASSED AND APPROVED this 20th day of September , 1994.
ATTEST:
By:
Traci Paul, City Clerk
APPROVED:
By:
/ 1'
(tq/
./111141 -14 -
Fred
/111'41^•,
Fred Hanna, Mayor
City of Fayetteville, Arkansas
Budget Adjustment Form
Budget Year
1994
Department. Sales Tax Construction Fund
Division:
Program:
Date Requested
September 20, 1994
Adjustment #
Project or Item Requested. Funding is requested for the
Stubblefield and Old Missouri Roads Project.
Project or Item Deleted: None
Justification of this Increase: During December 1993 the Council
Street Committee allocated the remaining City Sales Tax dollars to
several street and drainage projects. The allocation made at that
time for the Stubblefield and Old Missouri Project was $800,000.
The project has been seperated into intersection improvements and
dramage improvements. The intersection improvements and box
culverts have been bid and the total cost of this phase of the project
is $323,297 including contmgencies. Approval of this adjustment
will fully fund the project.
Justification of this Decrease: Funding proposed for this request is a
portion of funding remaining from the former City sales tax ($305,078).
Increase
Account Name Amount _ Account Number Project Number
Street Improvements 323,297 4470 9470 5809 00
Transfer to Sales Tax Construction Fund 145.000 1010 6600 7602 47
Account Name
Street Improvements
Transfer from General Fund
Use of Fund Ba . ce
Decrease
Amount Account Number
178 297 4470 9470
145,000 4470 0947
145 000 1010 0001
Project Number
5809 01
6602 01
4999 99
94034
royal Signatures Budget Office Use Only
Req
DbpSrtment ptrecmo
Heli
A4/9P9
Type: P B C D E F
Date of Approval
Posted to General Ledger
Entered in Category Log
Budget Office Copy
STAFF REVIEW1FORM
-S AGENDA REQUEST
x CONTRACT REVIEW (Change order)
GRANT REVIEW
For the Fayetteville City Council meeting of N/A
'PflM
Jim Beavers Engineering
hams Division
ACTION REQUIRED:
Mayor's execution of change order no. 1, Stubblefield Road Phase 1.
Public Works
Department
rnRT Tin MTTY_
- 2,675.00.
Cost of this Request
4470-9470-5809
Account Number
90014-0020
Project Number
$498,663
Categcry/Prcject Budget
$229,253
Funds Used Tc Date
$ 269,410
Remaining Balance
Stubblefield Road
Category/Project Name
Program Name
Sales Tax Consrt.
Fund
BUDGET. REVIEW:
BudgetCoordinator
x Budgeted Item
Budget Adjustment Attached
Administrative Services Director
CONTRACT/GRANT/LEASE REVIEW:
(..,
Accounting
1
y Att•rney
r
Purchasing Officer
n ••
GRANTING AGENCY:
Date ADA Coordinator
1 ,
I
Date Int rnal Auditor
3-a8-15
Date
•
Date
? .,i. 'j)
Date
STAFF RECOMMENDATION:
Mayo execuj6y3 of the proposed change order.
Department Director
Administrative ,Set'a ices Director
iete
//
Mayo
Date
Date
3. 11
Date
Date
Cross Reference
New Item: Yes (No
Imo.
r ,1.l
Prev Ord/Res #:
Ort/Res
051Orig Contract Date:•�:�
EsSETTEVI LLE
THE CITE OF E AYET'EVILLE ARKANSAS
DEPARTMENTAL CORRESPONDENCE
To: Fred Hanna, Mayor
Thru: Kevin Crosson, PW Director
Charles Venable, Asst. PW Director
Don Bunn, City Engineer /0e0,0‘__
From: Jim Beavers, Engineering,
Date: 28 March 95
Re: Proposed change order no. 1 to the construction contract
with Sweetser Construction for the box culvert at Stubblefield
Road and Old Missouri Road.
The construction contract for the new box culvert and
intersections improvements at Stubblefield and Old Missouri Road,
was awarded to Sweetser Construction on 20 September 1994. The
estimated construction costs are $304,000.00.
The contractor has completed the box culvert and is proceeding
with the street and drainage improvements. The project should be
completed in late April.
During the course of the construction of the storm drainage
adjacent to the street, conflicts were discovered with the water
and sewer line crossing. Therefore it was necessary to change
from 36 inch round drainage pipe to 22.5 x 36 inch arch pipe to
resolve the elevation conflicts.
The arch pipe is not currently in the bid schedule and thus a
formal change -order is required to add the material into the job.
Additionally, some items of work, ditch grading and headwalls,
will be deleted from this project to be replaced in the summer
1995 Stubblefield Phase 2 project. The net effect of the change
order is a reduction in contract price of $2,675.00.
Please refer to the attached change order no. 1.
After the Mayor has signed the change -order, please have the City
Clerk retain one original and return two originals to
Engineering.
Enc: 3 original change orders, no. 1, Stubblefield Road Phase 1.
•
CHANGE ORDER
No.
1
PRCJECT:
OWNER:
(Name,
Address)
CCNTRACTOR:
STUBBLEFIELD ROAD, PH I DATE OF ISSUANCE:
CITY OF FAYETTEVILLE
113 WEST MOUNTAIN STREET
FAYETTEVILLE, ARKANSAS 72701
JERRY D. SWEFTSER OWNER's B d Nc. 94-5CA
CONSTRUCTION, INC.
ENGINEER: MILHOLLANL' CCMFANY
205 WEST CENTER ST.
FAYETTEV:LLE, AR 72701
ENGINEER's Project No. E-245
CONTRACT FOR: STREET AND DRAINAGE IMPROVEMENTS
You are directed to Hake the following quantity changes in the
Contract Documents.
Descr'.pt=cn:
ADDITIONS TO BASE BID ITEMS:
A. BID ITEM 4.D.3: CONSTRUCT 22.5r x 36" CLASS
III REI\FORCED CONCRETE ARCH STORM SEWER PIPE
CHANGE ORDER NO. : -. 95 L.F.@ $75.00/L.F. - -
TOTAL ADDITIONS TO BASE BID ITEMS
DELETIONS TO BASE BID ITEMS:
A.
BID ITEM 4.C.: CONSTUCT CONCRETE HEADWALL,
AT STATION 26+30 PER PLANS AND SPECIFICATIONS,
CHANGE ORDER NO. 1 - :,UM? SUM
B. BID ITEM 4.D.3.: CONSTUCT 36" CLASS III, RCP
STORM SEWER PIPE,
CHANGE ORDER NO. 1 - 9S :..F.,g 560.00/L.F. -
BID ITEM 4.H.: RECONSTRUCT EXISTING DRAINAGE
DITCH ALONG TEE NORTH SIDF. OF STUBBLEFIELD
ROAD FROM STATION 24+40 TO STATION 26+25,
CHANGE ORDER NO. 1 190 L.F..d $TS.00/L.F.
TOTAL DELETIONS TO BASE BID ITEMS
$ 7,125.00
$7,125.00
$ 1,250.00
$ 5,700.00
$ 2,850.00
$ 9,800.00
TOTAL NET COST DECREASE
FOR CHANGE ORDER NO. 1 $ 2,675.00
CHANGE IN CONTRACT PRICE:
Original Ccntract Price
$ 303,296.80
Previous Change Orders No.
to -0-
$ -0-
Contract Price prior to th.s
Change Order
$ 303,296.80
CHANGE IN CONTRACT TIME:
Original Contract Time
80 CONSECUTIVE CALENDAR DAYS
days or date
Net change from previous
Change Oraers
-3- CONSECUTIVE CALENDAR DAYS
days
Ccntract Time Prior to this
Change Order
80 CONSECUTIVE CALENDAR DAYS
days or date
Net Increase (decrease) of this
Chance Order
$ -2,675.00
Net Increase of this Change
Crder
Contract Price with all approved
Chance Orders
$ 3CC,621.80
RECOMMENDED:,
Engineer
APPROVED:
Contractor
as CONSECUTIVE CALENDAR DAYS
aays
Contract Time with al_
approved Change Orders
95 CCNSECUTIVE CALENDAR DAYS
days or nate
APPRC
Own r
STAFF REVIEW FORM
AGENDA REQUEST
x CONTRACT REVIEW (Change order)
GRANT REVIEW
For the Fayetteville City Council meeting of N/A
FROM•
•
Jim Beavers Engineering
Name Division
ACTION REQUIRED:
Public Works
Department
City Engineer's approval of change order no. 3, Stubblefield phase 1 -
reconcile final quantities.
rnsm mn rrTv•
$1,063.48
Cost of this Request
4470-9470-5809
Account Number
94014-0020
Project Number
* year to date budget
activity report
$894,770
Category/Project Budget
$668,955
Funds Used To Cate
$57,504
Mill Ave. ext.
Category/Project Name
Program Name
Sales Tax Consrt.
Remaining Balance Fund
for all phases of Stubblefield per Capital project
BUDGET REVIEW:
x Budgeted Item
Budget Coordinator
Budget Adjustment Attached
Administrative Services Director
CONTRACT/GRANT/LEASE REVIEW:
Accounting Manager
City Attorney
Purchasing Officer
GRANTING AGENCY:
Cate ADA Coordinator
Date internal Auditor
Date
Date
Date
STAFF RECOMMENDATION:
Department Director
Administrative Services Director
Mayor
nate
Date
Date
Date
Cross Reference
New Item: Yes
Pre Ord/Res #: IOL -14
Orig Contract Date:
20 st4 «
FAYETTE`1LLE
THE CI7Y OF FAYETTEVILLE ARKANSAS
DEPARTMENTAL CORRESPONDENCE
To: Don Bunn, City Engineer
From: Jim Beavers, Engineering
Date: 25 July 95
Re: Proposed change order no. 3 to the construction contract
for Stubblefield phase 1 to reconcile quantity variations
and provide final payment.
The first phase of the Stubblefield project, the new box culvert
and intersection relocation has been completed.
The final quantities for certain bid items have varied from the
estimated contract amounts. Please refer to the attached change
order no. 3 for specific items. This is a normal event with
unit price contracts and variations were expected.
The current contract price is $300,621.80. The final price based
upon measured quantities is $301,685.28. The net is a contract
increase of $1,063.48.
In order to process the final payment it is necessary to execute
a change order to increase the contract amount to $301,685.28.
The Council approved contract plus contingency is $323,296.80.
Therefore funds are available for this request. (The unused
contingency needs to stay with the Stubblefield job for known
problems with phase 2 which is under construction.)
Current policy allows the City Engineer to process change orders
for variations in estimated quantities up to $10,000.00 (A new
policy is being reviewed which will allow delegation to the
project manager up to $20,000.00).
RECONCILIATION CHANGE ORDER
PROJECT: STUBBLEFIELD ROAD
PHASE I
OWNER: CITY OF FAYETTEVILLE
(Name, 113 WEST MOUNTAIN STREET
Address) FAYETTEVILLE, ARKANSAS 72701
CONTRACTOR: JERRY D. SWEETSER
CONSTRUCTION, INC.
590 WEST POPLAR STREET
FAYETTEVILLE AR 72703
ENGINEER: MILHOLLAND COMPANY
205 WEST CENTER ST
FAYETTEVILLE, AR 72701
No. __ .3 ___
DATE OF ISSUANCE: July 20, 1995
OWNER'S Bid No. 94-5
ENGINEER's Project No E-245
CONTRACT FOR: STREET AND DRAINAGE IMPROVEMENTS
You are directed to make the following quantity changes in the Contract
Documents.
Description:
OVER -RUNS TD_BASDBID_ITEMS:
1.B. COMPACTED HILLSIDE: 342 T.Y. @ $9.25/T.Y. - $ 3,163.50
1.D. SODDING: 29 S.Y. @ $3.50/S.Y. -- — $ 101.50
3.A.1 STANDARD CURB .& GUTTER: 61 LF @ 57.00/L.F. ---- $ 427.00
5. CONCRETE SIDEWALK: 22.5 LF @ $8.00/L.F. ------ $ 180.00
6. 4"_DRIVE RAMPS: 8 S.Y. @ $18.00/S.Y. --------- $ 144.00
10. ROCK_EXCAVATION: 1.59 C.Y. @ $95.00/C.Y.-------- S 151.05
TOTAL OVER -RUNS TO BASE BID ITEMS $ 4,167.05
UND_ERRUNS TO_BASE BIDITEMS'
1.C. LANDSCAPING' 37% of 1 ACRE @ $300.00/ACRE ---- $ 261.00
3.C. LIME STABILIZATION: 2000 S.Y. @ $0.01/S.Y. --- $ 20.00
4.E. COMPACTED SBIBASE: 86.9 TN @ $13.50/TN $ 1,173.15
4.K. STANDARD FRENCH_DBAINS' 100 LF @ $8.00/L.F. --- $ 800.00
4.L. FRENCH FILIER ROCK: 62.92 TN @ $13.50/TN — $ 849.42
TOTAL UNDERRUNS TO BASE BID ITEMS $ 3,103.57
TOTAL NET COST INCREASE FOR CHANGE ORDER NO. 3 - $ i.063.48.
CHANGE IN CONTRACT PRICE: CHANGE IN CONTRACT TIME:
Original Contract Price Original Contract Time
$ 303296 80 80 CONSECUTIVE CALENDAR DAYS_
days or date
Previous C. 0. No.t to -2-
$_ -2.675 00
Contract Price prior to this C.O.
$ 300,621 811
Net Increase of this Change Order
Net change from previous C.O.
t.61LCONSECUTIVE CALENDAR DAYS
days -
Contract Time Prior to this C.O.
156 CONSECUTIVE CALENDAR DAYS_
days or date
Net Increase of this Change Order
$ 1,063 48 -0- CONSECUTIVE CALENDAR DAYS
days
Contract Price with all approved CO Contract Time with all approved CO
$ 301,685 28
156 CONSECUTIVE CALENDAR DAYS
days or date
RECOMMENDED: APP VED:
APPROVE
i• 14145 Simke
Contractor
Engineer Cwner
STAFF REVIEW FORM
AGENDA REQUEST
x CONTRACT REVIEW (Change crder)
GRANT REVIEW
For the Fayetteville City Council meeting of N/A
FRfM_
Jim Beavers
Name
Engineering Public Works
ACTION REQUIRED:
Division Department
City Engineer's approval of change order no. 2
COST TO rTTv:
- 0
Cost of this Request
$894,770 Stubblefield
Category/Project Budget Category/Project Name
4470-9470-5809 $668,955
Account Number
Funds Used To Date Program Name
94014-0020 $57 504 Sales Tax Consrt.
Project Number Remaining Balance Fund
* year to date budget for all phases of Stubblefield per Capital project
activity report
BUDGET REVIEW: x Budgeted Item Budget Adjustment Attached
Budget Coordinator Administrative Services Director
CONTRACT/GRANT/LEASE REVIEW: GRANTING AGENCY:
Accounting Manager
City Attorney
Date ADA Coordinator Date
Date Internal Auditcr
Purchasing Officer Date
Date
STAFF RECOMMENDATION:
Approval.
Division Head
Date Cross Reference
Department Directcr Date
Administrative Services Director Date
Mayer Date
New Item: Yes
Pre Ord/Res #: ICAO -V-1
Orig Contract Date: Sett
l
CHANGE ORDER
2
PROJECT:
OWNER:
(Name,
Address;
CONTRACTOR:
ENGINEER:
STUBBLEFIELD ROA:
PHASE I
CITY CF FAYETTEVILLE
113 .WEST MOUNTAIN STREET
FAYETTEVILLE, AR 72701
JERRY D. S'rvEETSER
CONSTRUCTION, INC.
59C W. Poplar
Fayetteville, AR 72703
MILHOLLAND CCMPANY
2C5 WEST CENTER ST.
FAYETTEVILLE, AR 72701
DATE CF ISSUANCE: May :8, 1995
OWNER's Bid No. 94-50A
TGINEER's Project No. E-245
CONTRACT FOR: STREET AND DRAINAGE IMPROVEMENTS
You are directed to make the following quantity changes
Documents.
Description:
27, 1995, per
in the Contract
Time extended 30 days from May 1, 1995, per letter April
Inspectors Daily Log.
CHANGE IN CONTRACT PRICE:
Original. Contract Price
$ 303,296.80
Previous Change Crders
$(-)2,675.00
No. 1 to 1
Contract Price prior to this C.O.
$ 30C,621.80
Net Increase of this Change Order
$ 0.00
Contract Price with approved C.O.
$ 300 621.80
REYCPe ENDED: APPR(BVED: /
/!/ c Ac 021,=4e9 •/
Engineer Cwner
CHANGE IN CONTRACT TIME:
Original Contract Time
8C CONSECUTIVE CALENDAR DAYS
days or date
Net change from previous C.O.
+15 CONSECUTIVE CALENDAR DAYS
days
Con,,ract Time Prior to this C.C.
95 CONSECUTIVE CALENDAR DAYS
days or date
Net Increase this Change Order
61 CCNSECUTIVE CALENDAR DAYS
days
Contract Time with approved C.O.
156 CONSECUTIVE CALENDAR DAYS
days or ate
APPROVED:
IMPROVEMENTS
FOR
STUBBLEFIELD ROAD
PHASE I
A PUBLIC WORKS PROJECT
FOR
THE CITY OF FAYETTEVILLE
BID Nc.: 94-5CA
ENGINEER'S PROJECT NO.: E-245
Sep`ember, 1994
ENGINEER: MR. DON BUNN
STAFF ENGItiEER: MR. JIM BEAVERS
ADDRESS: CITY OF FAYETTEVILLE, ARKANSAS
113 WEST MOUNTAIN STREET
FAYETTEVILLE, ARKANSAS 727C1
TELEPHONE: (501) 575-8208
MILHOLLAND COMPANY
ENGINEERING & SURVEYING
205 West Center
Fayetteville, Arkansas 72701
Telephone: ;501) 443-4724
Fax: (501) 443-4707
ADVERTISEMENT FOR BIDS
Notice is hereby given that pursuant to an order by the CITY OF
FAYETTEVILLE, ARKANSAS, sealed bids will be received at the City of
Fayetteville, Purchasing Office, Room 306, 113 West Mountain_
Street, Fayetteville, Arkansas until 11:30 a.m., Septembe- 6 1994,
for the furnishing of all tools, materials, and labor and the
performance of all necessary work in Fayetteville, Arkansas,
consistirc of:
STL-BBLEFIELD ROAD IMPROVEMENTS, PHASE I
FAYETTEVILLE, ARKANSAS
BID NO. 94-50A
All necessary work, materials, and every item of construction shall
be in accordance with the plans, profiles, and specifications as
approved by Public Works Department, City of Fayetteville, and
Health Department. Said plans and specifications are on file in
the office of the Engineer, MILHOLLAND COMPANY, Engineering and
Surveying, 205 West Center, Fayetteville, AR 72701. Copies may be
obtained from the office of said engineer upon the payment of
$125.CC dollars. Unsuccessful bidders or non -bidders will be
refunded $20.00 upon, the return of undamaced plans and specifi-
cations within. ten ;10) days after the date of receiving bids.
,NOTE: Previous bidders of Bid 94-50 may exchange their plans for
no additional charge.;
Each contractor shall be responsible for the investigation_,
inspection, and studies of the project site as deemed necessary to
familiarize themselves with all conditions to be encountered.
All bidders shall be licensed under the terms of Act 150 of the
1965 Acts of the Arkansas Legislature.
Each bid must be accompanied by a cashier's check or surety bond in
an amount equal to five percent (50) of the whole bid. Said bond
shall be issued by a surety -company licensed to do business in the
State cf Arkansas. In the event the successful bidder fails,
neclects, or refuses tc enter into the contract for the
construction of said work and furnish the necessary bonds within
ten (10) days from and after the date the award is made, the Owner
shall retain said check cr bond as liquidated damaces.
All bids shall be sealed and the envelope addressed to the City of
Fayetteville, Purchasing Office, Room 306, 113 West Mountain
Street, Fayetteville, Arkansas 72701, and marked on the lower left
side of the bid envelope shall be the following information:
Project name, date of bid opening, time of bid opening, biddinc
contractor's narce and licensed number, and subcontractor's name and
license number, if any.
1
ADVERTISEMENT FOR BIDS
Bids will be opened and read aloud at the City of Fayetteville,
Purchasing Room 306 at 11:30 a.m. September 6, 1994, and shall be
considered by the Owner, as may be necessary. The right to reject
any and all bids, to waive any informalities, and to negotiate with
any qualified bidder after bid opening, shall be reserved to the
discretion of the Owner.
No bidder may withdraw his bid within sixty (60) days after the
actual date of the bid opening.
INFORMATION FOR BIDDERS
1. Receipt and Opening of Bids: the City of Fayetteville, Arkansas,
(herein ca -led the "Owner"), invites bids on the form. attached
hereon, all blanks of which must be appropriately filled in. Bids
will be received by the Owner at the City of Fayetteville, Room 305,
until 11:30 a.m. , September 6, 1994, and then be publicly opened and
read aloud. The envelopes containing the bids must be sealed,
addressed to the Cwner, and designated as bid for:
ST:BBLEFIELD ROAD IMPROVEMENTS, PHASE _
FAYETTEVILLE, ARKANSAS
BI: NO. 94-50A
The Owner may consider informal any bid not prepared and submitted
in accordance with the provisions hereof and may waive an
informalities or reject any and all bids. Any bid may be withdrawn
prior to the above scheduled time for the opening of bids or
authorized postponement thereof. Any bid received after the time
and date specified shall not be considered. No bidder may withdraw
a bid within 60 days after the actual date of the opening thereof.
The Cwner reserves the right to decide which shalt be deemed the
lowest responsive and responsible bid. The bidder's reputation,
financial ability, experience, and equipment shall be given due
consideration_.
2. Preparation of Bid: Each bid must be submitted on the prescribed
form and accompanied by a performar.,.e record of the bidder regarding
construction projects of similar nature (minimum 3) and also include
the proposed subcontractor. Al. blank spaces for bid prices must
be filled in, in ink or typewritten, in both words and figures, and
the foregoing performance record must be fully completed and
executed when submitted.
Each bid must be submitted in a sealed envelope bearing or. the
outside the names and license numbers cf the bidder and the proposed
subcontractor, addresses, and the name of the project for which the
bid is submitted. If forwarded by mail, thesealed envelope
containing the bid must be enclosed in another envelope addressed
as specified in the bid form.
The Engineer's estimate of quantities is approximate only, and shall
be the basis for receiving unit price bids for each item but shall
not be construed by the bidders as actual quantities required for
the completion of the proposed work. Such quantities, however, at
the unit and lump sum prices bid for each item, shall determlr_e the
amount of each bid for comparison of bids and the evaluation of the
best bid for the purpose of awarding of the contract, and will be
used as a basis for fixing the amount cf the required bonds.
A copy of the project's proposal for -ns may be obtained as provided
ir. the Advertisement for Bids. All papers bound with or attached
to the proposal forms are necessary parts thereof and must not be
detached.
INFORMATION FOR BIDDERS
Bids which are incomplete, unbalanced, conditional, or obscure, or
which contain additions not called for, erasures, alterations or
irregularities of any kind, or which do not comply with the
Information for Bidders maybe rejected as informal at the option
of the Owner. However, th Owner reserves the right to waive
technicalities as to changes alterations, or revisions and to make
the award in the best inter4st of the Owner.
Unit Price Bids: Bidders shall insert a unit price for each item
of work listed in the Engineer's estimate of quantities of work to
be done. Unit prices shall include amounts sufficient for the
furnishing of all labor, materials, tools, equipment, and apparatus
of every description, to construct, erect, and completely finish all
of the work as called for in the specifications and shown in the
plans. Unit prices bid and totals shown in the Proposal shall
include all costs of material testing, subgrade, base, paving
materials, and all other construction materials. The price bid for
each item must be stated in figures and in words on the bidding
forms. In case of a difference in the written words and figures in
a Proposal, the amount stated in the written words shall govern.
All items in the Proposal shall bear a fair relationship to the cost
of the work to be done. Bids which appear unbalanced and deemed not
to be in the best interestlof the Owner may be rejected at the
discretion of the Engineer nd/or the Owner.
3 Subcontracts: The bidder is
firm, or other party to whom
under this contract -
specifically advised that any person,
it is proposed to award a subcontract
a. Must be acceptable to the Owner after verification by the
Engineer of a good current performance record;
b Must be licensed in the State of Arkansas to do construction
work;
c Must have previously performed local projects of similar
nature and type as the proposed project in a professional and
satisfactory manner.
Approval of the proposed -subcontract award cannot be given by the
Owner unless and until the proposed subcontractor has submitted the
evidence showing that it has fully complied with all reporting
requirements to which it is or was subject.
The general contractor will be required to furnish the names of
subcontractors and the amounts of their subcontracts as required by
Act 183, Arkansas Acts of 1957. The subcontractor's name and
license number shall appear on the outside of the sealed envelope.
Subcontractors must be licensed according to the laws of the State
of Arkansas.
2
INFORMATION FOR BIDDERS
4. State Licensing Laws: Contractors must be licensed in accordance
with the requirements cf Act 150, Arkansas Acts of 1965, the
"Arkansas State Licensing Law for Contractors". Bidders who submit
proposals in excess of $10,00C•must submit evidence of their having
a contractor's license before their bids will be considered, and
shall note their license number on the outside of the proposal.
5. Telegraphic Modification: Any bidder may modify his bid by
telegraphic communication at any time prior to the scheduled closing
time for receipt of bids, provided such telegraphic communication
is received by the Owner prier to the closing time, and provided
further, the Owner is satisfied that a written confirmation of the
telegraphic modification over the signature of the bidder was mailed
prior to the closing time. The telegraphic communication should not
reveal the bid price but should provide the addition or subtraction
or other modification so that the final prices or terms will not be
known by the Owner until the sealed bid is opened. 7f written
confirmation is net received within twc days from the closing time,
no consideration will be given tc the telegraphic modification_.
6. Method of Bidding: The Owner invites the following bid(s):
STUBBLEFIELD ROAD IMPROVEMENTS, PHASE I
FAYETTEVILLE, ARKANSAS
BID NC. 94-50A
7. Oualificatiors of Bidder: The Owner may make such investigations
as he deems necessary to determine the ability cf the bidder to
perform the work, and the bidder shall furnish to the Owner all such
information and data for this purpose as the Owner may request. The
Owner reserves the right tc resect any bid if the evidence submitted
by, or investigation of, such bidder fails tc satisfy the Owner that
such bidder is properly qualified tc carry out the obligations of
the contract and to complete the work contemplated therein.
Conditional bids will nct be accepted.
Each bidder, if requested to do so by either the Owner or the
Engineer, shall furnish satisfactory evidence of his competency to
perform the work contemplated. The Owner reserves the right to
reject a bid if the bidder has not submitted, upon request, a
statement of his qualifications prior to the date of the opening of
bids.
The Contractor shall nct assign or sublet all or any part of this
contract without the prior written approval of the Owner nor shall
the contractor allow such subcontractor to commence work until he
has provided and obtained approval of such compensation and public
liability insurance as may be required. The approval of each
subcontract by the Owner will in no manner release the contractor
from any of his obligations as set cut in the plans, specifications,
contract, and bonds.
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INFORMATION FOR BIDDERS
Before any contract is awarded, the bidder may be required to
furnish a complete statement of the origin, composition, or
manufacture of any or all materials proposed to be used in the
construction of the work, Eogether with samples, which may be
subjected to the tests proJided for in these specifications to
determine their quality and fitness for the work.
8. Bid Security: Each bid must be accompanied by cash, certified check
of the bidder, or a bid bond prepared on the form of bid bond
attached hereto duly executed by the bidder as principal and having
as surety thereon a surety company approved by the Owner, in the
amount of 5% of the bid. Such cash, checks, or bid bonds will be
returned to all except the three lowest bidders within three days
after the opening of bids, and the remaining cash, checks, or bid
bonds will be returned promptly after the Owner and the accepted
bidder have executed the contract, or if no award has been made
within 30 days after the date of the opening of bids, upon demand
of the bidder at any time. thereafter so long as he has not been
notified of the acceptance of his bid.
9. Liquidated Damages for Failure to Enter into Contract: 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.
10. Time of Completion and Liquidated Damages: Bidder must agree to
commence work on or before a date to be specified in a written
"Notice to Proceed" of the Owner and to fully complete the project
with 80 consecutive calendar days thereafter. Bidder must agree
also to pay as liquidated damages, the sum of $250.00 for each
consecutive calendar day theieafter as hereinafter provided in the
General Conditions.
11. Conditions of Work: Each bidder must inform himself fully of the
conditions relating to the construction of the project and the
employment of labor thereon. Failure to do so will not relieve a
successful bidder of his -obligation to furnish all materials and
labor necessary to carry out the provisions of his contract.
Insofar as possible, the contractor, in carrying out his work, must
employ such methods or means as will not cause any interruption of
or interference with the wo k of any other contractor.
12. Addenda and Interpretations: No interpretation of the meaning of
the plans, specifications or other pre-bid documents will be made
to any bidder orally
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INFORMATION FOR BIDDERS
Every request fcr such interpretation should be in writing,
addressed to MILHOLLANL COMPANY, Engineering & Surveying, 205 West
Center, Fayetteville, AR 72701, and to be given consideration, must
be received at least five (5) 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 he mailed by certified
mail with return receipt requested to all prospective bidders (at
the respective addresses furnished for such purposes), not later
than three (3; days prior to the dated 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.
Security for Faithful Performance: Simultaneously with his delivery
of the executed contract, the contractor shall furnish a surety bond
cr bonds as security for faithful performance Of this contract and
for the payment of all persons performing labor on the project under
this contract and furnishing materials in connections with this
contract, as specified herein. The surety on such bond or bonds
shall be duly authorized by a surety company satisfactory to the
Owner.
14. Power cf Attorney: Attorneys -in -Fact who sign bid bonds or contract
bonds must file with each bcnd a certified and effectively dated
copy cf their Power of Attorney.
15. Notice of Special Conditions: Attention is particularly called to
those parts of the contract documents and specifications which deal
with the following:
a. Inspection and testing of materials.
b. Insurance requirements.
c. Wage rates.
d . Stated allowances.
16. Laws and Regulations: The bidder's attention is directed to the
fact that all applicable Federal and State laws, municipal
ordinances, and the rules and regulations of all authorities having
jurisdiction over construction of the project shall apply to the
contract throughout, and they will be deemed to be included in the
contract the same as though herein written out in full. Applicable
laws and regulations the contractor and subcontractor shall comply
with and be familiar with are as fellows (but not limited to):
a. Wage and Labor laws.
.,. State unemployment compensation.
c. Act 74 - Amend Act 275 of 1969 (Arkansas Statute 14-63C).
d . Withholding State and Federal Taxes.
e. Anti -kickback Act of June 13, 1934, 40 J.S.C. 276 (c;.
f . Equal opportunity provisions.
g. Act 125 - Arkansas Acts 1965.
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INFORMATION FOR BIDDERS
The contractor shall comply with al. such laws and regulations and
any amendments or modifications made thereto and shall include all
such provisions with all subcontracts.
' The contractor shall abide by all Federal, State, and local laws
governirg labor. The contractor further agrees to save the Owner
' harmless from the payment of any contribution under the State
Unemployment Compensations Act, and the contractor agrees that if
he is subject to the Arkansas State Unemployment Act, he will make
whatever contributions are required under and by virtue of the
'• provisions cf said Act.
Minimum wage rates shall be equal to basic rates as established by
common usage in the city and adjacent community for the various
' types of labor and skills performed. In case wage rates are
specified in the contract documents, the rates as specified shall
be the minimum rates which apply to the project. Whenever
available, local common labor shall be used, and whenever practical,
skilled and semi -skilled labor, if available, shall be used.
The contractor and each subcontractor, where the contract amount
exceeds $75,000, shall comply with the provisions of Act 74, as
• amended by Act 275 of 1969 (Arkansas Statute 14-630). The
• provisions are summarized below.
' The contractor and subcontractor shall:
a. Pay the minimum prevailing wage rates for each craft or type
cf workman and the prevailing wage rate for holiday and
' overtime work, as determined by the Arkansas Department of
Labor.
b. Post the scale of wages in a prominent and easily accessible
place at the site of the work.
c. Keep an accurate record showing the names and occupation and
hours worked of all workmen employed by them, and the actual
wages paid to each of the workmen, which record shall be open
at all reasonable hours to the inspection of the Department of
Labor or the Owner, its officers, and agents.
The Owner shall have the right to withhold from amounts due the
contractor so much of accrued payments as may be considered
necessary to pay the workmen employed by the contractor or any
subcontractor, the difference between the rates of wages required
by this contract and the rates of wages received by such workmen.
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INFORMATION FOR BIDDERS
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If it is found that any workman employed by the contractor or a
subcontractor has been or is being paid a rate of wages less than
the rate of wages required by this contract, the Owner may, by
written notice to the contractor, terminate his right to proceed
with the work or such part of the work as to which there has beer.
a failure to pay the required wages and to prosecute the work to
completion by contract or otherwise, and the contractor and his
sureties shall be liable for any excess costs occasioned thereby.
The contractor shall deduct and withhold Arkansas income taxes, as
required by Arkansas law, from wages paid to employees, whether such
employees are residents or non-residents cf Arkansas.
When provided for :r. the specifications, the contractor shall comply
with the regulations of the Secretary of Labor made pursuant to the
Anti -kickback Act of June 13, 1934, 40 U.S.C. 276(c), and any
amendments or modifications made thereto and shall see that such
provisions are included in all subcontracts. A copy of such
provisions is included hereinafter in these specifications.
Where Federal funds are used to pay a portion of the cost of a
project, the prospective bidder will be required to comply with the
provisions of Title V! of the Civil Rights Act of :964 and Executive
Orders 11246 and 1:375, and, where applicable, shall include such
provisions in subcontracts or purchase orders. Further, certain
construction contracts are subject to compliance with Minority
Business Enterprise requirements. Where provided for in the
specifications, the contractor, as a part of his bid, shall complete
forms relative to compliance, or participation with the above.
The attention of all bidders is called to the provisions of Act 125,
Arkansas Acts of 1965. This act provides for payment for certain
taxes on materials and equipment brought into the state. It further
provides for methods of collecting said taxes. All provisions of
the act will be complied with sander this contract.
17. -nsurance: During the life of this contract, the successful bidder
shall carry insurance as hereinafter set out. Also, he shall
require all of his subcontractors to carry insurance as outlined
below, in case they are not protected by the policies carried by the
prime contractor.
Insurance companies underwriting the required insurance shall be
licensed in the State of Arkansas.
Insurance is to be approved by the Owner. If any insurance
contracted for becomes unsatisfactory or unacceptable to the Owner
after the acceptance and approval thereof, the contractor shall
promptly, upon being notified to that effect, execute and furnish
acceptable insurance in the amounts herein specified. Upon_
presentation of acceptable insurance, the unsatisfactory insurance
may be canceled at the discretion of the contractor.
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INFORMATION FOR BIDDERS
The contractor shall have his resident insurance agent submit to the
Owner, through the Engineer, a schedule of insurance policies
proposed to be furnished, which shall be approved before
certificates of insurance and/or policies are issued. Once the
Owner has concurred in the proposal of insurance coverage, the
contractor shall then furnish to the Engineer, in the name of the
Owner, certificates of insurance for the following:
a. Workmen's Compensation: Workmen's Compensation, as required
by the laws of the state in which the work is being done,
shall be furnished. In case any hazardous occupations are
required for the execution of the work which are not covered
by the above insurance, special employer's liability policies
shall be obtained to cover workmen engaged in such hazardous
occupations.
b. Contractor's Public Liability insurance and Property Damage
Insurance: This insurance shall provide bodily injury of
$1,000,000 for each person and $2,000,OOC for each accident,
and property damage of S1,000,000 for each accident. This
insurance shall be endorsed to cover explosion, collapse and
underground hazards, and blasting.
Motor Vehicle Public Liability and Property Damage Insurance:
This policy shall provide bodily injury of $1,000,000 for each
person and $2,000,000 for each accident; and property damage
of Si,000,CO0 for each accident.
*** d. Owner's and Engineer's Contingent Protective Liability
Insurance: The contractor shall indemnify and save harmless
the Owner and Engineer from and against all losses and claims,
demands, payments, suits, actions, recoveries, and judgments
of every nature and description brought or recovered against
them by reason of the work, in the guarding of it, and
construction staking. The contractor shall obtain in the name
of the Owner and Engineer (either as co-insured or by
endorsement; , and shall maintain and pay the premiums for such
insurance in an amount not less than $I,000,000 property
damage and $i,000,OCO bodily injury limits, and with such
provisions as will protect the Owner and Engineer from
contingent liability under this contract. No clause shall be
construed in any form or manner to waive the Tort Immunity as
set forth under Arkansas State Law.
e. Builder's Risk Insurance: [X] Cptioral [ : Required
The contractor shall procure and maintain, during the life of
the contract, builder's risk insurance (fire, lightning,
extended coverage, vandalism, and malicious mischief) on the
insurable portion of the project or. a 100% completed value
basis against damage to the equipment, structure, or material.
The contractor, his subcontractors, and the Owner shall (as
their interests nay appear) be named as the insured.
*** REQUIRED BY CONTRACTCR PRIOR TO "NOTICE -TO -PROCEED".
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INFORMATION FOR BIDDERS
f. All-R�.sk Floater Insurance: [X] Optional [ : Required
• Until the protect is completed and is accepted by the Owner,
the contractor is required to maintain an all-risk
installation floater policy.
The contractor shall submit to the Owner written evidence of
insurance upon the entire work at the site to the full
' insurable value thereof, including the interests of the Owner,
the contractor, the sub -contractors, and any others with an
insurable interest. The policy shall insure against all risk
' of physical damage except as modified by the contract
documents and subject to the normal all-risk exclusions. The
policy, by its own terms or by endorsement, shall specifically
permit partial or beneficial occupancy prior to the completion
or acceptance of the entire work.
g. Other Insurance: The contractor is to protect the Owner
against all loss during the course of the contract. If, due
' to the nature of the project, insurance coverage other than
that specified above is needed by the contractor to protect
the Owner against all losses, the contractor is responsible
for determining the type of insurance needed and purchasing
same.
18. Performance Bond and Payment Bond: The contractor shall furnish
' both a surety performance bond and a payment bond, each equal to one
hundred percent (l00%) of the contract price. The performance bond
and payment bond shall be two totally separate bonds and shall bear
two different bond numbers.
The contractor is to pay all expenses in connection with the
obtaining of said bonds. The bonds shall be conditioned that the
' contractor shall faithfully perform the contract, and shall pay all
indebtedness for labor and materials furnished or performed in the
construction and installation cf such alterations and additions as
prescribed ;n this contract.
' in_ Arkansas, prevailing law requires that performance and payment
bonds on public works contracts shall be executed by a resident
local agent who :s licensed by the Insurance Commissioner to
represent the surety company executing said bonds, and filing with
such bonds his power of attorney as his authority. The mere
countersigning of the bonds will not be sufficient.
' The date of the bonds, and of the power of attorney, must not be
prior to the date of the contract. At least six copies of the bonds
shall be furnished, each with power of attorney attached.
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19. Method of Award - Lowest O
contract is to be awarded
responsible bidder does n
established by the Owner as
contract will be awarded on
such amount, the Owner may r
on the base bid combined wit
numerical order in which t
produces a net amount which
event there is two differe
Contractor is to choose onl
The Contractor can complete
effect the basis in select:
(lified Bidder: If at the time this
the lowest base bid submitted by a
exceed the amount of funds then
vailable to finance the contract, the
he base bid only. If such bid exceeds
ect all bids or may award the contract
such deductible alternates applied in
:y are listed in the Form of Bid, as
s within the available funds. In the
items for a specific Bid Item, the
one item to extend as their Base Bid.
ie item not extended, but this will not
g the lowest qualified bidder.
20. Obligation of Bidder: At the time of the opening of bids, each
bidder will be presumed to have inspected the site and to have read
and to be thoroughly familiar with the plans and contract documents
(including all addenda). The failure or omission of any bidder to
examine any form, instrument or document, shall in no way relieve
any bidder from any obligation in respect to his bid.
21.
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performed under this contre
a. Comply with the safel
laws, building and c(
Accident Prevention
Associated General Con
the Occupational Safe
91-596).
Prevention: With respect to all work
t, the contractor shall:
standards provisions of applicable
struction codes, and the "Manual of
n Construction" published by the
-actors of America, the requirements of
r and Health Act of 1970 (Public Law
b. Exercise every precaution at all times for the prevention of
accidents and the protection of persons (including employees)
and property.
c. Maintain at his office
site, all articles ne
injured, and shall n
immediate removal to a
(including employees) v
no case shall employee
before the employer 1 -
removal of injured per:
or other well-known place at the job
:essary for giving first -aid to the
ake standing arrangements for the
iospital or a doctor's care of persons
ho may be injured on the job site. In
be permitted to work at a job site
as made a standing arrangement for
ons to a hospital or a doctor's care.
STORM WATER PERMIT: General Contractor shall submit a written
"NOTICE -OF -INTENT" •to the (director of Arkansas Department of
Pollution Control and Ecology; requesting authorization to discharge
Storm Waters from the development site into Receiving Waters in the
State of Arkansas. Contractor shall be responsible for compliance
with the provisions set forth in the Arkansas Water and Air Control
Act (Act 472 of 1949, as amended, Arkansas Code Ann. 8-4-101 et
seq.), and Clean Water Act (33 U.S.C. 1251 et. seq.). A copy of
said "NOTICE -OF -INTENT" and the Department of Pollution Control and
Ecology's Permit shall be provided to the Owner prior to the
"NOTICE -TO -PROCEED". I
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INFORMATION FOR BIDDERS
23. MAINTENANCE BOND REQUIREMENTS: Prior to Final Payement, a
Maintenance Bond shall be provided by the Contractor, in accordance
to the requirements of the Governing Agency to which the project is
a part, which are itemized, as follows:
a. City of Fayetteville: one (1) year in the amount of fifty
percent (5C%) of construction costs.
b. City of Springdale: one (1) year in the amount of fifty
percent (50%) of construction costs.
c. Washington County: one (1) year in the amount of fifty percent
(50%) of construction costs.
All other bonds shall be one ;1) year in the amount of fifty percent
(50%) of construction costs.
24. CHANGED OR EXTRA WORK: The OWNER, through a Change Order prepared
by the Engineer, reserves the right at any time during the progress
of the work to make necessary alterations of, deviations from,
additions to, or deletions from the Contract, or may require the
Performance of Extra Work not covered by the Contract Documents, but
forming a part of the Work contracted for; provided however, the
Contractor shall not proceed with any such Changed or Extra Work
without a Change Order.
The nature and extent of the Proposed Changed or Extra Work shall
be defined in writing with a Change Proposal Request (CPR) by the
Engineer and submitted with a written request to the Contractor to
indicate any change in Construction_ Contract Cost or Time for the
proposed Changed or Extra Work.
The contractor shall return the CPR to the Engineer with a detailed
cost breakdown. The Engineer may then submit the CPR to the Owner
with a recommendation regarding acceptance.
If the Owner accepts the CPR, the Engineer will notify the
Contractor and prepare a written Change Order.
25. RIGHT OF OWNER TO TERMINATE CONTRACT: Should it appear at any time
that the work is not being prosecuted with sufficient competence or
rapidity to insure proper completion of the work within the
stipulated time, and, if after lC consecutive calendar days
following written notice to the Contractor and the Surety, he fails
to increase the cuality or the quantity of his work, or both, the
Owner reserves the right to annul and cancel the Contract and relet
the work or any part thereof, or at the Owner's option to complete
it by day labor. The Contractor shall not be entitled to any claims
for damages on account of such annulment, and he will be held liable
for costs and expenses incurred in reletting or otherwise completing
the work under the contract. All money due the Contractor will be
retained until. the work is completed and al: expenses and costs have
been deducted and any money due the Owner, after such deductions
have been made, shall be paid by the Contractor or his Surety who
hereby agrees to these provisions.
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UNITED STATES
BID BOND
KNOW ALL MEN BY THESE PRESENTS:
COMPANY
BONDNUMBER..................................................................................
.................................................................................................................................................I as Principal , and UNITED STATES FIDELITY AND
GUARANTY COMPANY, a Maryland corporation. as Surety, are held and firmly bound unto ......913e..-Citj...4F...FayettevW11a........
-
........................................................................................................................................4...............4_...........................4............4.........
as Obl gee, in the 'ull and just sum of..........._.. Ve._PerC2nt .....r..3a.....f..................................................................4........
Dollars,
lawlu Honey o' the United States, for the payment of which sum, we I and truly to be made, we bind ourse.ves, our heirs, executcrs,
administrators successcrs and assigns, ;ointly and severally, firmly by these presents.
WHEREAS, the said Principal is herewith submitting is proposal for furnishing all labor and
materials for to Stubblefield Road LrlproveiTent, Phase I, Fayetteville,
Arkansas.
THE CONDITION OF THIS OBLIGATION is sJcn that t the a10-esald Princ ca shail be awarded tte contract the said Princ pal vi I witnin the
time required erter Into a farnal contact and give a good and sufficiert bond to secure the performance of the terms and cond tior.s of
the contract, then this obligation to to void; olherwise the Principal and Surety will pay unto the Obligee the difference in money between
the amant of the bid of the said Princ pal and the amount for which the Obl gee egally contracts with another party to perform tte work
if the latter arrourt be Ir excess o' :te former, but ,n no even: shall I ability here.Irder exceed the penal sum -hereof.
September 6, 1994
Signed, sea ed and ce ivered .. .............. ........... ...............
Cate)
Jerry D. Saee er, Inc.
.........................................................I S E A U
_re
UNITED STATES FIDELITY AND GUARANTY COMPANY
/-.�...... ................
Robert M. Davis Attorney- n -fact
Ca,tract 11 I Re•r em 'Ir74,
936011
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UNITED STATES FIDELITY AND GUARANTY COMPANY �
POWER OF ATTORNEY U S F -G¢
NO. 106636
KNOW ALL MEN BY THESE PRESENTS: That UNITED STATES FIDELITY AND GUARANTY COMPANY, a corporator organized and existing
under the laws cf the State of Maryland and having .ts principal office at the City of Baltimore. in the State of Maryland does hereby constitute and appoint
A.P. Eason, .:r. and Robert M. Davis
of the City of Fayetteville , Sure of Arkansas its true and lawful Attornty(s)-in-Fac each in their separate
capacity if more than one is tamed above, to sign its name as surety to. and to execute, seal and acknowledge any and all bonds. uadedakings, contracts and other
written instruments in the nature thereof on behalf of the Company :n its business of guaranteeing the fidelity of persons; guaranteeing the performance of ecntucs.
and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law.
In Witness Whereof, the said UNITED STATES FIDELITY AND GUARANTY COMPANY has caused this instrument to be sealed with its corporate seal,
duty attested by the signatures of its Senior Vice President and Assistant Secretary, this 22nd day of January , A.D. 1793 -
UNITED SATES FIDELITY AND GUARANTY COMPANY
At ivaaaaa ,Signed) By.../...... .. ... .... . . '___ .. ..
�./(///�/ (� Senior vice President
(Signed) By.............................. ........ ......
11, Assistant Secretary
STATE OF MARYLAND) . + "-
Ss.
BALTIMORE CCIY ) • •
otthis22nd day of January 1A.D 1993 1beforemepersoudlyeame Robert J. Lamendola
Senior Vice President of the UNITED STATES FIDELITY..AjIDC-JARA`+TI' COMPAN'9 a Paul D. , Sims ' Assistant
Secretary of said Company, with both of whom I am personally acquainted, who being 6Fy me severally duly sworn% saitthat they, the said Robert J.
Lamendola and Pau.. Sims -•:�'. were respectivelythe Senior Vice Presidentand the Assistant Secretary of
the said UNITED STATES FIDELITY A` DCUARANIY COMPA1Y, theeorporation described iy.and which executed the foregoing Power of Attorney; that they
each knew the seal of said corporation: that the seal affixed to sad,Pduidrdf Attorney was such coryosare seal, that it was so affixed by order of the Bond of Directors
of said corporation, and that they signed their names thereto by Iikebrder as Senior Vice President and Assistant Secretary, respectively, of the Company.
My Commission expires the 1.th day in `.March t AD :9 95.
./..../..
`✓Th NOTARY PUBLIC
♦qan p • \`
This Power of Attorney is granted underann.Yykaidhortty of the following Resolutions adopted by the Board of Directors of the UNITED STATES
FIDELITY AND GUARANTY COMPANY on September 2e, :992:
RESOLVED, that in connection with the fidelity and surety tnmrance business of the Company, all bonds, undertakings, contracts and other instruments
relating to said business may be signed, executed, and acknowledged by persons or entities appointed as Attorney(s}in-Faet pursuant to a Power of Attorney issued in
accordance with these resolution.. Sand Power(s) of Attorney for and on behalf of the Company may and shad be executed in the name and on behalf of the Company,
either by the Chairman, or the President, or an Executive Vice President or a Senior Vice President, ora Vice President or an Assistant Vice President.jointly with the
Secretary or an Assistant Secretary, under their respective designations. The signature of such officers may be engraved, printed or Lithographed. The sigmma of each
of the foregoing officers and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing
Attorney(s)-in-Fact for purposes only of executing and attesting bonds and undertaking and other writing obligatory in the nature thereof. and, unless subsequently
revoked and subject to any limitations set forth therein, any such Power of Attorney or cerificate bearing such facsimile signature or facsimile seal shad be valid and
binding upon the Company and any such power so executed and earthed by such facsimile signature and facsimile seal shall Sc valid and biadnng upon the Company
with respect to any bond or undertaking to which it's validly attached.
RESOLVED, that Attomey(s).in-Fact shall have the power and authority, unless subsequently revoked and, in any case, subject to the terms and Imitations
of the Power of Attorney issued to them, to execute and deliver on behalf of the Company and to attach the seal of the Company to any and all bonds and undedaxings,
and other writings obligatory in the nature thereof, and any such instrument executed by such Attorney(s)-in-Fact shall be as binding upon the Company as if signed by
an Executive Officerand sealed and attested to by the Secretary of the Company.
I, Pau l D. Sims . an Assistant Secretary of the L^III'ED STATES FIDELITY AND GUARA`RY COMPANt
do hereby certify that the foregoing is a true excerpi from the Resolution of the said Company as adopted by its Board of DI[ectors an September 24. 1992 and that this
Resolution ism full force and effect
L the undersigned Assistant Secretary of the UM I tD STATES FIDELITY AND GUARANTY COMPANY do hereby certify that the foregoing Power of
Attorney is in full force and effect and bas not been revoked.
In Testimony Whereof I have hereunto set my hand and the seal of tic th4ITED
STATES FIDELITY AND GUARANTY COMPANY on this
day
of .19
�• ...................... stnt Sec .t.y
mi ! Assistant Secretary
FS 3 (10-92, /
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Proposal of
BID FOR LIT PRICE CONTRACTS
Place: CITY OF FAYETTEVILLE, RM.#306
Date: September 6, 1994
Project No.: E -
JERRY. D. SWEETSER, INC
(hereinafter
called Bidder)* a corporation, organized and existing under the
' laws of the State of s4_Kd.a�54 S , * a partnership, or an
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individual doing business as
To the CITY OF FAYETTEVILLE, (hereinafter called OWNER).
Gentlemen:
The Bidder, in compliance with your invitation for bids for the
construction of STUBBLEFIELD ROAD IMPROVEMENTS, PHASE :, BID NO.
94-50A, having examined the plans and specifications with related
documents and the site of the proposed work, and being familiar
with all of the conditions surrounding the construction of the
proposed project including the availability of materials and labor,
hereby proposes to furnish all labor, materials, and supplies, and
to construct the project in accordance with the contract documents,
within the time set fcrth therein, and at the prices stated herein.
These prices are to cover all expenses incurred in performing the
work required under the contract documents, of which this proposal
is a part.
Bidder hereby agrees to commence work under this contract on
or before a date to be specified in a written NONCE TO PROCEED of
the Owner and to fully complete the project within 80 consecutive
calendar days thereafter as stipulated in the specifications.
Bidder further agrees to pay as liquidated damages, the sum of
5250.00 for each consecutive calendar day thereafter.
Bidder acknowledges receipt of the following addendum:
' Bidder agrees
specifications and
prices:
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to perform all the work, described in the
shown or. the plans, for the following unit
*Insert corporation, partnership, or individual as applicable.
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STUBBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
ITEMS: All Items Complete in place, including all labor,
materials, bonds, insurance, equipment, fittings, and
unforseen items, constructed in accordance with the City
of Fayetteville Specifications and Requirements and as
shown on plans, including clearing, grubbing, cleanup,
repair of disturbed yard surfaces, and testing.
All disturbed yard areas shall be cleared of all rock and
debris and covered with 4" TOP SOIL, seeded, fertilized,
mulched, sodded, and watered to match existing surfaces
for successful growth:
CONSTRUCTION EARTHWORK; In accordance with plans and
specifications for said project: Contractor shall
construct rough sub -grade from centerline control in
existence at time of BID; Engineer will provide a "CUT -
SHEET" from said control. Backing behind curbs shall
accommodate sidewalk construction per typical section
on plans. Subgrade shall be undercut without "BREAK -
OVER" per typical street section on plans. All areas
receiving Backfill shall be Grubbed to Hard par..
A. Clearing, grubbing, fence removal, disposal,
backfill, and backsicpirg, and classified and
unclassified excavat�.cn in the amount of
approximately 2,000 C.Y. of which approximately
2,C00 C.Y. is "unclassified" Excavated material
to be used as backsloping within the limits of
the project, 2,000 C.Y. @t)cni4-r,nz
per Lump Sum
s 9 DO
**B. Compacted "Hillside" sub -base material from OFF -
SITE (OFF -SITE identified as material purchased
from others than the Owner) ; unit price per Truck
Yard shall include all costs, such as, the
required "unclassified" Excavation and disposal
of soil materials within street section if,
applicable; 5,000 Truck Yards
S `f. 1 per T.Y. S -7 a
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STUBBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
IC. LANDSCAPING: Contractor shall clear all
disturbed areas of all rock and debris and
cover with 4•' Top soil, seed, fertilize,
mulch, and water for successful gro�wth,
• 1.5 acres @ I r1g CP k�ttd, A aKd (`w 5—
S� 3Po ) per acre $O
' D. SODDING: Contractor shall clear all disturbed -
areas of all rock and debris and cover with
4" Top soil, sod, and water for successful
growth, 100 S.Y. @ #h,z..t Q c� s5/rw per^
per S.Y. s35O.
1 E. Subsidiary to Item 1.A and Item No. 2 are the following:
1. Unclassified backfill with excavated
materials in Designated "FILL AREAS";
2. Backslocing and landscaping all areas
' damaged by Construction with 4" top soil;
3. Seeding, fertilizing, mulchirg, sodding
and watering for successful growth on all
1 disturbed yard areas, filled, backsloped,
and ditched areas relative to the
project;
1 4. Use of all suitable "Classified"
excavated material for site selected fill
1 material within the project's street
right-of-ways and designated "FILL AREAS"
on project site;
1 5. Removal and disposal of shrubs, bushes,
trees, rccks, buildings, and other items
within the construction limits; and
1 6. Dispose of excess excavated materials;
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SAW CUT,
700 S.Y.
surfaces,
Gutter
STUBBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
Remove and dispose of approximately
of Street, Driveways and Sidewalk
plus approxi:rately 6C L.F. Curb &
60
per Lump Sum $ $6�.
NOTE: Item No. 2 shall include the removal and
d_sposa; of all the existing surfaces on
Stubblefield Road, South Ridge Drive and
Old Missouri Road within the project
limits, except the areas designated on
the plans to remain for driveways.
3. STREET CONSTRUCTION PER_FAYETTEV:LLE SPECIFICATIONS
After preparation cf subcrade, the soil analysis of
top 12" of subcrade material shall be provided by
Contractor, at his expense, to Engineer and City
Engineer. Soil Analysis, shall include all Atterburg
Limits, Proctors, and Densities.
A. CONCRETE CURB P\D 3 -=ER:
1. Construct 2' wide STANDARD concrete curb
& gutter with Standard HANDICAP Ramps at
all Curb Radii - 585 L.F.,
per L.F. $ 9S•
B. PAVEMENT SECTION: [NOTE: CONTRACTOR TO EXTEND
AS BASE BID E=THER THE ASPHALT OR CONCRETE SECTION,
BUT NOT BOTH.)
• 1. Construct 3" thick AC?4 Surface Course
with 8" thick S3-2 Base; extend 5' S3-2
Drainage Blanket from Gutter line to one
' il foot ( ') back of curie as described on
DetaSheet of Plans, 970 S.Y. of ACHM
Surface @__wig_lip_-
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OR
Construct 6" thick Concrete surface with
2" Base and Drainage Blanket from Gutter
line to one foot (1') back of curb as•
described on Detail Sheet oc Plans,
970 S.Y. @C )L4-estn qAµ 90 qq
S( / per S.Y_ $
PAGE TOTAL - - - - - - - - - - - - - - -
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STUBBLEFIELD ROAD IMPROVEMENTS
' BASE BID ITEMS
3. STREET CONSTRXTICN PER FAYETTEVILLE SPECIFICATICNS
' 2. SCUTHR:DGE DRIVE: Construct 5" thick Concrete
surface with 2" Base and Drainage Blanket
from Gutter line to one foot Cl') back of
curb, 1CC S.Y. rJ�x2r�g9�roo
' -
S ) per S.Y. $ `lo
' C. LIME STABILIZATION OF TOP 6'' CF SUBGRADE to
1' BACK -CF -CURB, as required, per square yard
subgrade, 2,OCC S.Y.
S( .O/ per S.Y. S
4. STORM SEWER CONSTRUCTION: Contractor shall locate and
-uncover Existing 6'' Water Main, take elevaticns of pipe
and determine if clear cf Storm Sewer Pipe prior to
constructing any part of Storm Sewer System..
A. Ccnstruct standard 4' x 4' reinfcrced concrete
drop inlets with rings and lid and the following
inlet openings;
1. 8" X 8 L.F., 2 each
D.I. NO. 3: Remove Existing Headwall and
Construct standard 4' x 4' reinforced
concrete Drop Inlet with a 8" x 4 L.F.
B. Construct reinforced concrete j
rina and lid - 1 each 9 t Qtu-e
C. Construct Concrete Headwall at Sta
plans and soe if'cations, 1 each
�i.�mlv2 I�vn�v4L u ah� °'lvvo
per LS S
tion 1,ox with
rk1 re pcZ
per ea $ /e2 SO
26+30 per
per ea $_/25d
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STUBBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
D. Install per plans and specifications storm
drainage pipe as follows: (CMP Pipe 30" and
less shall be 16 ca.; over 30" shall be 14 ga.)
1. Construct 18" Cl&ss III, RCP !Storm Sewer
pipe, 31 L.F. @ for and,
per L.F. S f IZJ•
2. Construct 24" Class III, RCP Storm Sewer
Pipe, 25 L.F. @ i-i-c44a c{ a'/ro.0
per L.F. $ __Q,
3. ;NOTE: CONTRACTOR TO EXTEND AS BASE BID
EITHER THE RCP OR POLYETHYLENE PIPE, BUT
NOT ROTH.]
Construct 36" Class III, RCP Storm Sewer
Pipe, 271 L.F.
S ) per L.F. S Cad h
OR
Ccnst uct 36" "x-4" Po ethy ene
cc
rru a d Pipe w%/ no th mt.mt. ri r by
"ADV D DRAINAGE J TENS, IN Cr
Equa 76 L.F. r¢
a ) r L.F. $
****E. Compacted SB-2 base ba .Kfill under street,
500 tons @ -Tt Ni te.en eo r _ ��O 0O
$( /3. ) Per ton $ •
F. Remove existing storm sewer tile per irstru-
cticns ca ccver sheet of plans, various sizes,
approximately 80 L F. @PO
Qqk-) Lump Sum S
G. Remove and dispose of existing concrete
headwalllls, 1 each @_______________________
Per ea $
H. Reconstruct existing drainage ditch along the
North side of Stubblefield Road from Station
24+4C to Station 26-25, 190 L.F. @
�lkka�n anc� �roo OCR
S ( /S-- ) per L.F. $
PAGE
E-245 5 REV. 8/18/94
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Construct Re::forced Concrete TRIPLE Barrel
10' x 5' Bcx Culvert with 3:1 Backsiopes, per AHTD
Specifications, Drawing Nos. R-3CCX-X4 &
W -X003-1 and Construct Wingwalls w/ Tie to
36" RCP and Concrete Aprons. Contractor shall
provide Engineer with Shop drawin s For Bjrr. 1.
W�nc_warlls, and Apron, 9
V $ �'
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BASE BID ITEMS
4. STORM SEWER CCNSTR'.'CTICN CCNT . ] :
I. Remove and dispose of existing concrete box
culvert @ Missopri Ore k, I each @
j b.e Y1oy.sd5A'C1 a1 d -
$ ( C�oc , Lump Sum $
J. [NOTE: CONTRACTOR TO EXTEND AS BASE BID
EITHER THE CAST -IN -PLACE OR PRECAS CONCRETE
BOX CULVERT, BUT NOT BOTH.]
$ �—
K. Construct Standard French Drains with rigid
'
perforated PVC Pipe, as may be required during
Construct AND REQUESTED by the Eng neer,
100 L.F. @
' S( ) per L.F. SQ
L. Placement of French Drain Filter Rock within
' Trench, �}as rep^ues�ed by the Engineer, 100 ton
@ I A#ir� 21A Qn d S0 r� — 2�
S / �) per ton $
5-. Construct 4" thick by, 4' wide concrete sidewalk -
280 L.F. @ 4 ""!op Oe?_
) per L.F. $
PAGE TOTAL - - - - - - - - - - - - - - - - - - -S
' E-245 6 REV. 8/18/94
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STL'BBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
6. Construct 4" thick Concrete Drive Ramps from back
of curb to pro r -y line, 73 S.Y. @
�j4k4etn Q44 ) per S.Y. $l_Z6�I
7. GUARD RAILS: Construct Guard Rails ccmplete-in-
place per clans and specifications, 300 L.F. @_
-
SC 3O ) per L.F. $
8. Rechannel Missouri Creek to transition to the
Inlet and Outlet End of the Stubblefield Road
Box Culvert, o0
�1tr44=fJ�2 b'110 S' 3S 1 per l.F. $ OD.
9. Install approximately 130 C.Y. of Rip Rap per
Plans and instal. Eea-' Duty Membrane from below
Invert to 3 V.F. above Iavprtr of Channel, per .
Lump Sum @ �1t �'u2 %wrdYtd Oa/
S(-3 Ob ) per L.S. $ 3cl
10
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ROCK EXCAVATICN: Blast Rock Excavation for
Constructor. of Storm Sewers, and other apprcved
items, measured in accordance with Appendix Detail
Sheet No. 16, estimates 100 C.Y. @
per C.Y. $_______
Construct and maintain Temporary "Silt/Detention
Ponds" and/cr Silt Barriers at all Storm Drainage
Discharge Points from Project with bales of hay,
screens, compacted Berms, and the items the
Contractor deems essential during the Construction
of the Project to prevent Flash Flood Erosion and
Water Drainage on Adjacent Properties and/or
natural streams, oer Lump Sur.:
Y
5 5OGO . ) per L.S. $
TRENCH OR EXCAVATION SAFETY SYSTEMS: Contractor
shall provide "Trench or Excavation Safety Systems"
as needed on this Project in accordance with
ACT 291 - 1993 STATE CF ARKANSAS for all trenching
or excavation that equals or exceeds five (5) feet
in depth; per Lump Sur.
r1 0' coo
_______ per L.S. $ �.
PAGE TOTAL - - - - - - - - - - - - - - - -
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STUBBLEFIELD ROAD IMPROVEMENTS
BASE BID ITEMS
TOTAL BASE BID - "SUBBLEFIELD ROAD" . . . . . . .
' ** '-OFF-SITE'' HILLSIDE: =ruck tickets must be signed by
Engineer's representative with date, station location,
and use. Contractor's UNIT PRICE shall include all the
' expense of excavating and disposing of "UNDERCUT''
materials plus the TOTAL COST OF OFF -SITE BORROW after
COMPACTED IN -PLACE.
' **** SB-2 BASE BACKF:LL: Truck tickets must be signed on site
by Contractor's representative with date, station
location, and use. SB-2 to be used ONLY as Backfill in
' Street Sections, Full dept= of Trench to Street Subgrade
and to one (1) foot Back -of -Curbs. NOTE TO COtiTRACTOR:
A reasonable estimate of SE -2 Trench Backfi_l under
street sections have been estimated by the Engineer to be
400 TONS. This Contract will pay a unit price per
Delivery Ticket up to 500 tons. Additional Amounts of SB-
' 2 Backfill to fulfill this Contract shall be considered
OVER -RUNS and subsidiary to other BID ITEMS of the
Contract.
' *****SILT/DETENTION FAO=LITIES: Temporary S It/Duratior.
Facilities shall be constructed and maintained by the
Contractor to reduce Silt Run-off and Storm Water Damage
' Down Stream; And, at the completion of project, said
Facilities shall be graded, seeded, and mulched to
accommodate proper Drainage. Subsidiary to this BID ITEM,
' the Contractor shall be responsible for the ma.ntenarce
and repair of said facilities, and for the clean-up of
silt erosion onto adjacent properties during construction
and for the CNE YEAR DuRAT:ON of the MAINTENANCE BOND
' period following the completion of the project. Subsidiary
to this 3IE ::EM, the Contractor shall develop sa:d plan
and provide the Engineer a copy of such; PLUS: Contractor
' shall OBTAIN REQUESTED PER.'N:TS from D.P.C. & E. for grading
and Drainage, prior to Notice -To -Proceed. All permits
required by D.P.C. & E. of Arkansas, and other state and
federal Government Acencies shall be obtained by the
Contractor as a Subsidiary item, to this Bid Item.
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I TOTAL OF BID: $
(Amounts are to be shown in both words and figures. In case
of discrepancy, the amount in words will govern.)
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The above unit prices shall include all labor, materials,
bailing, shoring, removal, cverhead, profit, insurance, etc., to
cover the finished work of the several kinds called for.
Bidder understands that the Owner reserves the right to reject
any or all bids and to waive any informalities in the bidding.
The bidder agrees that this bid shall be good and may not be
withdrawn for a period of 60 calendar days after the scheduled
closing time for receiving bids.
Upon receipt of written notice of the acceptance of this bid,
Bidder will execute the formal contract attached within ten (10)
days and deliver a Surety Bond or Bonds. The security attached in the sum of 5'J
dollars
($ ) is to become the property of the Owner in the event
the contract and bond are not executed within the time above set
forth, as liquidated damages for the delay and additional expense
to the Owner caused thereby.
Respectfully Submitted:
JERRY D. SWEETSER, INC
Bidder
(SEAL - if bid By:
is by Corporation)
590 WEST POPLAR - FAYETTEVfLLE, AR 72703
Business Address and Zip Code
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' CONTRACT
THIS AGREEMENT, made this day of =99
by and between the CITY OF FAYET:EVILLE, Arkansas, (Corporate Name
of Owner) herein called "OWNER", acting herein through its
(Title of
authorized Official) and JERRY D. SWEETSER, INC
(a corporation) ___`__r; (u iZr3-vidaa3—poring but-ness-as _
(STRIKE OUT INAPPLICABLE TERMS)
of , County of A .s1:NdZ4( , and
State of ARkd.v5a 5 , hereinafter called "Contractor".
WITNESSED: that. for and in consideration of the payments and
' agreements hereinafter mentioned, to be made and performed by the
Owner, the Contractor hereby agrees with the Owner to commence and
complete the construction described as follows:
STUBBLEFIELD ROAD, PHASE I
BID NO. 94-50A
' hereinafter called 1t he "Project', for the sum of �htccc• \% Mc A :..,b *,Lit.
I nO..S�nd L.. 1�.,.��(CA n rf1 5,j- c.t/bt" dollars
;S3es.2Ye,r) and all extrA work in connection therewith, under the
t to s as stated in the Geneaa.l and Special Conditions of the
Contract; and at his (its or their) own proper cost and expense to
furnish all the materials, supplies, machinery, equipment, tools,
' superintendence, labor, insurance, and other accessories and
services necessary to complete the said Project in accordance with
the conditions and prices stated in the Proposal, and Information
to Bidders; the plans, which include all maps, plats, blueprints,
' and other drawings and printed or written explanatory matter
thereof; the specifications- and Contract Documents therefore as
prepared by Milholland Company, Engineering & Surveying, herein
' entitled the "Engineer", all of which are made a part hereof and
collectively evidence and constitute the contract.
' The Contractor hereby agrees to commence work under this
Contract on or before a date to be specified in a written "NOTICE -
TO -PROCEED" of the Owner and to fully complete the Project within
90 consecutive calendar days thereafter. The Contractor further
' agrees to pay, as liquidated damages, the sum of $25C.00 for each
CONSECUTIVE, CALENDAR DAY thereafter as hereinafter provided in
DIVISION I, Section 01:04 of the General Provisions and as stated
in Bid Documents.
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The Owner agrees to pay the Contractor in current funds for
the performance of the Contract, subject to additions and
deductions, as provided in the General Provisions of the Contract,
and to make payment on account thereof as provided in DIVISION I,
Section 01:23; "MEASUREMENT AND PAYMENT".
The Contractor ,£uEEh6r .a'gree"s to allow the Owner to deduct
from the FINAL Payment all charges invoiced the Owner by the
Engineer for "RESTAKING OF CONTROL", as provided by DIVISION I,
Section 01:21 of the General Provisions.
IN WITNESS WHEREOF, the parties to these presents have executed
this contract,in three,,[31 counterparts, each of which shall be
deemed an original, • on the day and year first above mentioned.
(SEAL) dITY OF FAYETTEVILLE, ARKANSAS
Att% Iwne
j.�.!',(L / By :
Secretary
W"3fiess
yS.v
m+'or type names under -
all signatures)
NOTE: Secretary of the Own
corporation, Secreta
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SPECIFICATION INDEX
DIVISION 1A - CLARIFICATION OF SPECIFICATIONS
- SPECIAL PROVISION: Specifications shall supersede
any conflicting specifications listd in the
following Divisions.
DIVISION 1 - GENERAL PROVISIONS
SECTION - Cl
- 02
- 03
- 04
- 05
- 06
- 07
- 08
09
10
11
12
13
- 14
- IS
"7
18
19
- 2C
- 21
- 22
- 23
- 24
General Description
Legal Address of Owner
Verification
Liquidated Damages
Safety
Office and Sanitary Facilities
Construction on Private Property
Nct:fication. of Utility Companies
Co -Contractor Bids
Bid Procedure
Schedule of Operations
R_ghts-of-Way on Private Property
Protection and Maintenance of Public and Private
Property
Maintenance of Traffic
Pavement Removal and Replacement
Barricades and Lights
Fences
Progress Photographs
Responsibility of Contractor for 3ackfill
Testing
Baselines and Benchmarks
Classification of Excavated Material
Measurement and Payment
Shcp Drawings
' DIVISION 2 - GENERAL PIPE INSTALLATION
SECTION - 01 Cleaning
- 02 Inspection
- 03 Laying Pipe
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SPECIFICATION INDEX
DIVISION 3 - EARTHWORK
SECTION - 0�
- 02
- 03
- 04
- 05
- 06
- 07
- 08
09
10
- 11
12
13
14
15
16
17
18
19
20
Scope
General Requirements
Trench Excavation
Tunneling and Boring
Rock Excavation
Backfilling
Stream Crossing
Protection of Trench Backfill in Drainage Courses
Disposal of Excess Excavated Material
Paved Surfaces
Grading and Seeding
Resodding
Preservation of Trees and Shrubs
Removal of Water
Measurement and Payment
Water Line and Sewer Line Separation
Pipe Embedment
Trench Backfill
Grubbing and Cleaning
Road, Railroad, Pipeline, and Utility Service
Crossings
DIVISION 3A - O.H.S.A. SAFETY REQUIREMENTS
SECTION - 01 Excavation (Subpart P)
DIVISION 4 - PIPE INSTALLA71ON FOR WATER MAINS
SECTION - 01 Pipe Laying
- 02 General
- 03 Tie Ins
- 04 Jointing
- 05 Pipe Insulation
- 06 Reaction Anchorage and Blocking
- 07 P.V.C. Pipe Installation
SPECIFICATION INDEX
DIVISION 4A - PVC PIPE CONSTRUCTION/MISCELLANEOUS SPECIFICATIONS
SECTION - Cl
Ties
- 02
Tracer Wire
- 03
Trenching
- 04
Curve Pipe Installation
- 05
Fence Maintenance
- 06
Final Tests
- 07
Special Bedding
- 08
Clean -tip
- 09
Additional Materials
DIVIS:CN 5 - PRESSURE AND LEAKAGE TESTING
SECTICN - 31 Sccpe
- 02 Disinfection
- 33 Bacteriological Samples
DIVISION 8 - IRON PIPE AND FITTINGS
SECTION 8A - OUCTI-.E IRON PIPE AND FITTINGS
SECTION - 01 Scope
- 02 Cuct:ie Iron Pipe
SECTION 8B - CAST IRON PIPE AND FITTINGS
SECTION - 01 Scope
- 02 Cast Iron Pipe
SECTION 8C - HANDLING
SECTION 8D - CUTTING P=PE
SECTION BE - ALIGNMENT OF BELL AND SPIGOT PIPE
SECTION 8F - REACT:ON ANCHORAGE AND BLOCKING
DIVISION 9 -
VALVES
SECTION - 01
Scope
- 02
Material
- 03
Installation
- 04
Valve Keys
- 05
Valve Operating Wrench
- 06
Check Valves
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SPECIFICATION INDEX
DIVISION 10 - PLASTIC PIPE AND FITTINGS
SECTION - 01
- 02
- 03
- 04
- 05
C6
07
C8
09
10
Scope
Insta=lation of Pipe
joint_ng
PVC Pipe and Fittings
Standards
Warranties
Handling
Cutting Pipe
Cleaning
Inspection
DIVISION 11 - VITRIFIED CLAY PIPES (SEWERS)
SECTION - 31
- 02
- 03
- 04
- 05
Scope
Materials
Handling
Alignment and Grade
Factory -Molded Plastic joints
DIVISION 11A - PCLYVINYLCHLORIDE (PVC) PLASTIC SEWER PIPE
SECTION - 01A PVC Pipe and fittings
- 02A joints and Lengths
- 03A Installation
- 04A Testing
- 05A Warranty
DIVISION 12 - STANDARD MANHOLES
ISECTION - 01 Standard Manholes
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DIVISION 13 - ACCEPTANCE TESTS
SECTION - 01 Infiltration-Exfiltration Tests
02 Lampirg
03 Smoking
04 Proof of Acceptance
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SPECIFICATION INDEX
DIVISION 14 - ARMCO TRUSS PIPE
SECTION - 01 Scope
- 02 Material Specifications
- 03 Recommended Practice for Bedding and Backfilling
- 04 Jointing
- 05 Laser Beam Alignment
- 06 Manhole Connection
- 07 Patching
- 08 Concrete Encasement
DIVISION 15 - LOW PRESSURE AIR TEST OF SANITARY SEWER PIPE --NES
SECTION - 01
- 02
- 03
- 04
- 05
- 06
Scope
Summary of Method
Safety
Preparation of the Sewer Line
Procedures
Acceptance
DIVISION 20 - STREET SPECIFICATIONS FOR CITY OF FAYETTEVILLE
SECTION - 01
02
03
04
Cr
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C6
- 07
- 08
- 09
10
- 11
12
13
14
Right-cf-Way
Street Width
Sub -Base Preparation
Base Material
Base Material Preparation
Surface Course
Compaction
Curbs and Gutters
Sidewalks
Dedicated Streets
Concrete Structures
General Comments
Street Extensions
Sub -Base Preparation
DIVISION 2. - GENERAL COMMENTS REGARDING CONSTRUCTION
SECTION - 01
Warped
or Sloping Sections
- 02
Banks
- 03
Natural
Drainage
- 04
Street
Inspections
- 05
Engineering
Certification
- 06
Utilities'
Coverage
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DIVISION 22 - CONCRETE STREET IMPROVEMENTS MINIMUM
SPECIFICATIONS FOR CITY OF =AYETTEVILLE
' SECTION - 01
- 02
- 03
' - 04
- 05
- 06
' 07
C8
09
10
11
12
Sccpe
Concrete Street Structures
Subgrades
Minimum Thickness of Sidewalks and Drives
Minimum Width of Sidewalks
Placement of Concrete Pavement
Expansion Joints
Turn Radii
PozzilJth
Temperature During Concrete Pouring
Vibrator
Bidder Responsibility
IDIVISION 23 - TESTING
SECTION - 01 Scope _
02 Material Types, Testing Procedures and Standards
DIVISION
24 - STORM DRAINAGE OF STORM: SEWERS
SECTION - Cl Storm Drains
- 02 Natural Drainage
- 03 Storm Drainage Design
- 04 Concrete Pine Requirements
- 05 Corrugated Metal Pipe
- 06 Surface Drainage
- 07 Special Gasketing and Sealing Materials
IDIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
SECTION - 01
- 02
- 03
- 04
- C5
- C6
- C7
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Description
Materials
Laboratory Tests and Cement Content
Construction Methods
Maintenance
Method of Measurement
Basis of Payment
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CLARIFICATION OF REQUIREMENTS
WATER, SEWER, STREETS, DRAINAGE AND INSPECTIONS
A) INSPECTIONS AND TESTING PROCEDURES:
' 1. All field tests required for a project shall be witnessed by
the City in the presence of the Engineer and Contractor, or
their representative.
' 2. We will require a 24 hour notice on all tests. Calls to the
City for the purpose of setting test times should be made by
10:00 AM for test on the following day. Tests delayed by
' weather or other factors will be rescheduled on the same
basis. If a representative of the City cannot be present, the
project engineer will witness the test and certify to the City
' the results.
3. It is the responsibility of the Engineer and Contractor to
coordinate the scheduling of such tests with the City.
4. All equipment, materials and labor required for testing shall
be furnished by the Contractor at his expense.
' 5. Prior to final acceptance by the City, the project shall be
subject to a joint final inspection by a designated
' representative of the City Engineer's Office, a representative
of the Fayetteville Water and Sewer Maintenance Department,
the Engineer of record for the project, and the Contractor.
' *** end of inspection and testing procedures ***
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' B) STREETS:
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1. Subgrade and Base Course Densities - Tests shall be taken
every 300 feet. The subgrade shall be compacted to 95% of
Standard Proctor and the base course shall be compacted to 95% -
of Modified Proctor. Minimum base course thickness shall be
6 inches.
2. Asphaltic Concrete - Asphalt streets shall be cored every 500
feet for the purpose cf checking density and thickness. The
minimum required thickness shall be 2 inches. In no case
shall the acutal thickness be less than the required thickness
minus 1/8 of an inch. The density shall not average less than
92.C% of the maximum theoretical density.
No density of less than 90.0% shall be acceptable. Densities
less than 92.0% and more than 90.0% shall be dealt with by
requiring an additional overlay, or at the sole option of the
City, by cash payment to the City. Where densities are less
than 90.0%, the paving shall be removed and replaced.
3. Concrete Paving - Minimum thickness of concrete streets shall
be 6 inches and minimum strength shall be 4200 psi. A set of
cylinders shall be taken for each 10C cubic yards or portion
thereof poured.
4. Curb and Gutter - One set of cylinders shall be taken for each
1000 feet or portion thereof poured. Minimum strength shall
be 3000 psi.
*** end of streets ***
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' C) WATER:
1. A pressure test shall be required at 150% of static pressure or 2C0
psi, whichever is the greatest. Leakage shall be as allowed by AWWA
specifications for PVC pipe. Test sha=t be run only after all taps
have been made and meter settings are installed.
' 2. Bacteriological samples shall be taken by City personnel only.
Samples shall he taken on two consecutive days and shall be taken
only on Monday, Tuesday or Wednesday. No water meters shall be set
until the samples have been approve in writing by the State.
3. A test shall be performed on tapping sleeves at 200 psi.
' 4. All bends, tees, etc. shall remain open until a representative of
the City approves the blocking.
5. Bedding shall be required for all pipe, regardless of type, from 6
inches under the pipe grade to 6 inches over the top of the pipe.
The bedding material shall be grit, sand, or other manufactured
material approved by the City Engineer.
6. On subdivision water systems, water lines shall extend to the
subdivision property line where future streets are either planned
or built to serve adjacent property. Construction at such
extensions shall be at the expense of the developer. Line size
• shall be at least 6 inch. Two inch lines shall no longer be
acceptable.
7. Where a water line extension is not tied to another water line of
at least 6 inches in size, and where such lines are required to
provide fire flows, the minimum size shall be 8 inch.
8. Pipe materials allowed shall be PVC and ductile iron and shall be
designated for a minimum of 200 psi working pressure. All fittings,
regardless of pipe material, shall be mechanical joint ductile iron.
Al_ iron pipe and iron fittings shall be wrapped with 8 mil
• polyethylene. No galvanized fittings shall be allowed in the
system.
9. Minimum cover shall be 36 inches. Cover shall be measured from the
existing ground elevation at the time of the pipe laying, not from
expected fill unless the fill is placed and compacted prior to the
' pipe laying. Where lines are laid adjacent to streets, the cover
shall be measured either from natural ground or the curb elevation,
whichever results in the lowest absolute elevation of the pipe.
• 10. Minimum elevation for service lines under streets shall be 30 inches
below the planned subgrade. That depth shall be maintained to a
point at least 5 feet outside of the curb and stcrm sewer line.
*** end of water ***
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D) SA_V_TARY SEWER:
Ii. Sewer services shall be marked with a 4 by 4 treated timber post set
at the end of the service and extending at least 3 feet above grade.
All services shall be brought up to within. 4 feet of natural ground
unless more depth is required to provide service to the lot.
2. A low pressure air test shall be required with all services in
place. No other leakage test shall be accepted except by permission
of the City Engineer. A vacuum test shall be required on all
' manholes.
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3. A mandrel test shall be run no sooner than 30 days from the
installation date.
4. Pipe bedding shall be the same as required for water lines. Grit,
sand, or other manufactured material approved by the City Engineer
shall extend from 6 inches below the pipe grade to 6 inches over the
top of the pipe.
5. Materials allowed shall be SDR 26 PVC and ductile iron. Iron pipe
shall be wrapped with 8 mil polyethylene where buried. Other types
of materials will be considered for lines larger than 12 inch.
6. Taps for residential use ;tri-plexes, duplexes and single family)
shall go directly into the line unless it is found to be not
practicable. Taps for apartment building (4 or more units),
commercial or industrial establishments shall go into a manhole.
A separate manhole on the customer's property may be required if
regular sampling is anticipated.
7. On subdivision sewer systems, lines shall extend to the subdivision
property line where future streets are either planned or built to
serve adjacent properties. Extensions may be required at other
locations if needed to serve adjacent property. Such extensions
shall be at the expense of the Developer.
8. Minimum cover shall be 36 inches under streets and 30 inches
elsewhere. Cover shall be measured from the existing ground
elevation at the time of the pipe laying, not from expected fill
unless such fill is placed and compacted prior to sewer
construction. Where lines are laid adjacent to streets, the cover
shall be measured either from natural ground or the curb elevation,
whichever results in the lowest absolute elevation. Where it is not
possible to achieve the cover as required due to unusual field
conditions, a cover of 24 inches may be approved for plastic pipe.
Any line with less than 24 inches of cover shall be constructed of
ductile iron. Concrete encasement may be allowed in lieu of ductile
pipe, and in some cases may be required in addition to ductile iron
pipe.
9. Minimum size for sewers shall be 8 inches. Minimum grade for sewer
lines shall be 0.40 percent. A grade of 0.60 percent is preferred
and shall be provided where possible.
*** end of sewer *�*
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E) STORM SEWER AND DRAINAGE:
1. By ordinance, the construction standards for culverts and bridges
' shall be based on the latest published ARKANSAS STATE HIGHWAY AND
TRANSPORTATION DEPARTMENT STANDARDS.
2. Al: drainage design shall be r. accordance with the AHTD's "DRAINAGE
:MANUAL PREPARED BY HYDRAULICS SECTION ADOPTED JULY 5, 1982:, or its
latest revision.
•' 3. Al: storm sewers shall be designed on the total drainage basin
assuming full development of the area in accordance with the zoning
designation at the time of development, except that the least
intense zoning allowed for this purpose is R-1. Both runoff factors
' and time of concentration shall be calculated on a "fully developed"
basis.
4. The existing ordinance on storm sewer design states that the
drainage is to be carried to a receiving stream approved by the City
Engineer. Existing downstream development, the potential for
property damage downstream, and the capacity of downstream
•' facilities shall be considered in making a decision or. a discharge
point.
If it is determined that cff site drainage improvements are required
' then cost sharing will be in accordance with City ordinances. if
the City is unable to contribute its share of the off -site costs,
the developer shall have the option of a) building the off -site
' improvements at his own expense, b) providing retention so as to
match downstream capacities, or c) delaying the project until the
City is able to share in the off -site costs.
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Design frequencies shall be:
a)
Stormwater Inlets -
Match street
design requirements
b)
Local Streets within
Subdivisions
- 10 Year
c)
Other Local Streets
- 25 Year
d)
Collectcrs and Minor
Arterials -
25 Year
e)
Principle Arterial
and Above - 50
Year
Drainage facilities within the FEMA regulated floodways or flood
plains shall be designated for the 100 Year Flood provided such
design does not adversely affect downstream property.
Open channels may be approved where needed to intercept runoff from
an undeveloped area or from an area discharging sheet flow so that
water does not wash across lots in an uncontrolled manner. Such
channels shall be designed on a 10 Year storm. in all cases for
open channels, the Design Engineer shall calculate the 100 Year flow
and show elevations relating to the 100 Year flow on the official
plat of the subdivision.
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' 7. The location of inlets, storm sewers, and other drainage
appurtenances in and along residential streets shall be such that
ponding, cross flows and the flooding of adjacent properties are
' minimized or eliminated. Ir_no case shall water be allowed to pond
more than 2/3rds of a half street under the design storm event. The
intent is to have at least a 1C foot lane left open in the center
of the street.
Where storm drainage crosses between lots tc continue into other
facilities, a swale shall be constructed over the storm sewer to
allow flows in excess of the design flows.
8. A formal Drainage Report shall be required for each subdivision and
large scale development. A preliminary report will he required a
' the time of the Preliminary Plat submittal and shall contain the
following information:
a) The general drainage patterns within the site along with the
location of all streams, springs, wetlands, and other drainage
features,
•' b) The off -site areas and drainageways which contribute
stormwater flows to the site, and
c) The location and nature of each drainageway downstream which
will receive flows from the site.
Either the City or the Planning Commission may request a more
' detailed drainage study prior to the Preliminary Plat approval.
A full Drainage Report shall be required prior to the start of any
construction or grading on the site. The full Drainage Report shall
meet these minimum requirements:
a) A drainage area :nap at a legible scale including at least 5
foot contour intervals, the points at the which major drainage
enters the development, and volume of stormwater entering at
each point for the design storm and the 100 year storm.
b) Either a project laycut or schematic layout showing all storm
drainage facilities planned for the development, all water
features such as ponds and springs, natural drainageways and
wetlands.
' c) An indication of where drainage will leave the development and
the capacity facilities cf the receiving drainage facilities.
If the receiving facilities are not adequate to handle the
design flows, then the conditions as contained in Paragraph E-
4 will govern.
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d) Stormwater calculations shall be submitted for:
* Stormwater flows,
* Open channel flows,
* On -Street drainage,
* Storm sewer and storm sewer inlets utilizing the
standard summary sheets from Chapter 5 of the AHTD
Hydraulics manual,
* Box Culvert design,
* Detention (if detention is required), calculations shall
include runoffs, detention methods, release structures
and the storage -discharge requirements by a method
approved by the City Engineer,
e) Plan and profile of the drainage system unless the plan
documents clearly show all necessary data including invert
elevations, slopes, lengths, etc.
f) The Drainage Report shall be sealed by a professional engineer
registered in the State of Arkansas. In addition, the
following statement shall be added to a.l Drainage Reports:
"I, Registered Professional Engineer No.
in the State of Arkansas, hereby certify that the
drainage studies, reports, calculations, designs, and
specifications contained in this report have been prepared in
accordance with the requirements of the City of Fayetteville.
Further, : hereby acknowledge that the review of the drainage
studies, reports, calculations, designs, and specifications by
the City of Fayetteville or its representatives cannot and
does not relieve me from any professional responsibility or
liability."
g)
In no case shall a Final Plat
be approved without
an approved
Drainage Report,
h) Two (2) copies of the Drainage Report shall be submitted for
review.
9. Minimum size for any drainage pipe shall be 18 inches.
10. All pipes under streets shall be RCP unless an alternative material
is specifically approved in writing by the City Engineer. Pipe not
under streets may be coated corrugated metal or spiral metal pipe,
or other materials approved by the City Engineer.
*** end of storm sewer and drainage ***
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' F) GENERAL:
1. Record drawings of water and sewer are hereby required as a
condition of final acceptance by the City.
2. A one-year Maintenance Bond is required (in accordance with
' City Ordinances) in the amount of one-half of the construction
cost. The bond shall run from the date of final acceptance
and for a one-year period thereafter. A walk-through shall be
' performed at the end of the one year period and all
deficiencies corrected prior to release of the bond. This
requirement is for streets, storm drainage, water, and sewer
construction projects.
3. No water and sewer plans may be sent to the Health Department
for review without being previously approved by the City of
Fayetteville. In no case shall water or sewer construction be
allowed without written Health Department approval.
' 4. Three (3) days written notice shall be required before the
beginning of construction.
5. No construction of any kind may begin without an erosion
control plan in place in accordance with the City's Excavation
and Grading Ordinance. This includes streets, storm drainage,
water and sewer.
*** end of general ***
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1 DIVISION 1 - GENERAL PROVISIONS
SECTION 1-01: GENERAL DESCRIPTION. The work to be performed under
these contract documents consists of providing all labor,
materials, equipment, tools, superintendence, and all other
services necessary for construction of the project as shown on
plans.
' SECTION 1-02: LEGAL ADDRESS OF OWNER. The legal address of the
Owner shall be as shown on the cover sheet of the specifications.
' SECTION 1-03: VERIFICATION. Data concerning surface features,
present obstructions on or near site, locations cf pipes, roads,
etc., have been obtained from sources the Engineer believes
reliable, but accuracy of such data is not guaranteed and is
' furnished solely for the accommodation of the Contractor. Use of
such data is made at the Contractor's risk and no additional
allowance will be granted because of the Contractor's lack of
knowledge of existing conditions. The Contractor shall be
responsible for the verification of all measurements shown on the
drawings and/or other new construction or. the premises. Each
bidder is required to form his own opinion cf the character of the
' materials and of ether conditions to be encountered from an
inspection of the area, from his own interpretation of test -hole
information and from such investigation as he may care to make.
SECTION 1-34: LIQUIDATED DAMAGES. Liquidated damages will be
assessed in the event cf an overrun of time required to complete
' the work described by these specifications in the amount set forth
n the "ADVERTISEMENT FOR BIDS". .he Engineer shall maintain a
record of "Consecutive Calendar Days" and "Non -workable Days" from
date cf ''NOTICE TO PROCEED". If construction progress is delayed
by acts of God and beyond the control of the Contractor, an
extension of Construction Tlme may be requested by contractor.
Contractor shall pay such damages to Owner prior to acceptance of
' the construction by the Engineer.
SECTION 1-05: SAFETY. Contractor shall comply with the
Occupational Safety Health Standards Act of 1964, and the latest
revision thereof.
SECTION 1-06: OFFICE AND SANITARY FACILITIES. A construction
' office will be needed as required by the Contractor when required
by law. Sanitary facilities will be required as needed to conform
with city or county ordinances or rules.
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IDIVISION 1 - GENERAL PROVISIONS
SECTION 1-C7: CONSTRUCTION ON PRIVATE PROPERTY. A permanent
construction easement shall be provided by the Owner for
construction improvements across private property, as shown on the
easement plans, to be provided by the Engineer to the successful
bidder. The Contractor shall not damage or destroy obstructions
within area. Satisfactory settlement for such damage shall be made
' by the Contractor directly to the property owner. Pavements,
drains, fences, driveways, wells, septic tanks, lines, and etc.
shall be restored, immediately following construction of the
project, to the original condition thereof as determined and
' approved by the Engineer. The Contractor shall conduct his work so
as to interfere as little as possible with traffic. The Contractor
shall consider Section 1-14: "MAINTENANCE OF TRAFF=C", of these
specifications as pertaining to this area also.
Existing underground and/or overhead utilities are not always shown
Ion the project plans. The Contractor shall coordinate with all
utility companies at a preconstruction conference prior to starting
construction. The Contractor shall cooperate with all utility
companies in an effort to protect existing utilities.
Any variation or elimination of construction and temporary
construction easements shall be reflected on the construction
' plans.
SECIICN 1-08: NOTIFICATICN OF UTILITY COMPANIES: The Contractor
is responsible for informing utility companies forty-eight [48]
hours prior to start of construction for the purpose of locating
existing utilities. The Contractor is responsible for any and all
damage to utility lines he might damage in the course of
construction; furthermore, the engineer shall not be held liable
for said damages.
' SECTION 1-09: CO -CONTRACTOR BIDS. In the case of two contractors
working on the same job, each Contractor shall be responsible for
coordinating his work schedule with the other Contractor. Each
Contractor shall be responsible for any damage done to his
' respective work by the other contractor. The Engineer shall not be
held responsible for any damages of any kind.
' SECTION 1-10: BID PROCEDURES. The Contractor shall bid said
project in accordance with construction documents and proposal
included. Extra compensation for any unit of construction must he
itemized in the proposal and included with the bid.
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' DIVISION 1 - GENERAL PROVISIONS
' SECTION 1-11: SCHEDULE OF OPERATIONS. Before work is started, the
contractor shall prepare a detailed schedule of all construction
operations that shall not only indicate the sequence of work, but
' also the expected time of starting and completion of each part.
The schedule shall be submitted to the Engineer for approval.
' If conditions beyond the control of the contractor justify and the
Owner approves a deviation from the expected time, the Contractor
shall service the construction schedule in accordance with the
' approved chance. The Owner may require the Contractor to add to
his construction forces as well as increase his working hours if
operations fall behind the approved schedule to an extent that the
completion_ of work within the specified time appears to be
doubtful.
Connections into the existing facilities shall be so done as to
make the least possible interruption to the normal functioning of
existing facilities. The timing of this work shall be planned by
the Contractor and authorized by the Owner or his agent before
proceeding_
Residents and users of existing utilities shall be notified by the
Contractor twenty-four [24] hours in advance of service
interruptions.
SEC=ION 1-12: RIGHTS -OF -'WAY ON PRIVATE PROPERTY. The necessary
• ' permanent or temporary Rights -of -Way for the construction will be
provided by the Owner. The centerline of pipe line Rights -cf-Way
across private prcperty will be marked by the Engineer with stakes
set at intervals of sight distance.
The Contractor shall be responsible for all damage to crops and
other property outside the boundaries of the Rights -of -Way and
shall make satisfactory settlement for the damages directly with
the property owner and tenant involved, as their interests may
require.
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' DIVISION 1 - GENERAL PROVISIONS
SECTION 1-13: PRCTECT:ON AND MAINTENANCE OF PUBLIC AND PRIVATE
PROPERTY. The Contractor shall protect, shore, brace, support, and
maintain all underground pipes, conduits, drains, and other
underground construction uncovered or otherwise affected by the
• construction work performed by him. All pavement, surfacing,
driveways, curbs, walks, buildings, utility poles, guy wires, and
other surface structures affected by construction cperations in
connection with the performance of the contract, together with all
sod and shrubs in yards and parks removed or otherwise damaged,
shall be restored to the original conditions thereof as determined
and approved by the Engineer. All replacements of such underground
constructions and surface structures or parts thereof shall be made
with new materials, conforming to the requirements of these
' specification or, if not specified, as approved by the Engineer.
• The Contractor shall be responsible for all damage to streets,
roads, hichways, shoulders, ditches, embankments, culverts,
bridges, or other public or private property or facility,
regardless of location or character, which may be caused by moving,
haulinc, or otherwise transporting equipment, materials, or men to
or from the work or any part of the site thereof. The Contractor
shall make satisfactory and acceptable arrangements with the Owner
of, or the agency or authority having jurisdiction over the damaged
property or facility, concerning its repair or replacement or
payment of costs incurred in connection with said damages.
' The Contractor is responsible for notifying the affected governing
bodies forty-eight [48] hours prior to start of construction and is
responsible for any and all fees.
SECTION 1-14: MAINTENANCE OF TRAFFIC. The Contractor shall
conduct his work so as to interfere as little as possible with
public travel, whether vehicular or pedestrian, and shall provide
' and maintain suitable and safe bridges, detours, or other temporary
expedients for accommodation of public and private travel. Owners
of private drives shall be given reasonable notice by the
Contractor, before initiation of construction which would interfere
with the normal passage of public or private travel, cf the date
and extent of construction involved.
In making open -cut street crossings, the Contractor shall not block
more than half :1/2of the street at a time. Whenever possible,
the Contractor shall widen the shoulder on the opposite side to
' facilitate traffic flow. Temporary surfacing shall be provided as
necessary on shoulders.
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DIVISION 1 - GENERAL PROVISIONS
SECTION 1-15: PAVEMENT REMOVAL AND REPLACEMENT. Where surfaced
streets, walks, drives, cr parking areas are cut, removed, or
damaged in the execution of the work, the Contractor shall replace
all pavements or other surfacings so removed or damaged to their
original, or better, state and condition, to the satisfaction and
approval of the Engineer. See Details of various Road Crossings in
the Appendix of these specifications.
After trench backfill, the Contractor shall provide a gravel
surface at least 6 inches in depth which he shall maintain until
the permanent pavement is replaced or the expiration of the
contract and performance bond period. The gravel shall be of the
quality normally used by the Owner and shall have a size gradation
that will allow dense compaction and shall be free from lumps or
balls of clay or other objectionable materials. Approval of both
the material and the source of supply must be obtained from the
Engineer prior to delivery of any material on the site of the wcrk.
Pavements constructed of asphalt and concrete shall be removed in
a careful manner and shall be replaced in accordance with Type : or
Type III Road Crossing Details as specified on sheets 2 and 4 in
the Appendix of these specifications. Concrete and asphalt shall
comply with minimurn requirements shown on project plans.
Gravel surfaced streets shall require no paving, but shall comply
with Type II Road Crossings, Detail Sheet No. 3 in the Appendix to
these specifications. The gravel surface, as specified for Type II
Road Crossings, shall be replaced immediately after the trench is
back -filled. A trench in a graveled street will be considered as
having been repaired when the graveled surface has become stable
and is at proper grade.
All gravel surfacings, walk, drives, cr parking areas, removed or
damaged, shall be replaced with new material as specified. All
costs in connection with the removal and replacement of such
surfacing, including the temporary gravel surface on asphalt paved
streets, shall be included in the unit prices bid for the pay item
affected thereby.
SECTION 1-16:
BARRICADES AND LIGHTS.
All
streets,
roads,
highways,
or other public thoroughfares which
are
closed to
traffic
shall be protected by means of effective barricades on which shall
be placed acceptable warning signs. Barricades shall also be
located at the nearest intersecting public highway or street on
each side of the blocked section.
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DIVISION 1 - GENERAL PROVISIONS
All open trenches and other excavations shall be provided with
• suitable barriers, signs, and lights to the extent that adequate
protection is provided to the public. Obstructions, such as
' material piles and equipment, shall be provided with sin'_lar
warning signs and lights. All barricades and obstructions shall be
illuminated by means of warning lights at night. All lights used
' for this purpose shall be kept burning from sunset to sunrise.
Materials stored upon or alongside public streets and highways
shall be so placed and the work at all times shall be so conducted
as to cause the minimum obstruction and inconvenience to the
' traveling public. All barricades and light expenses will be paid
by the contractor.
SECTION 1-17: FENCES. All existing fences which interfere with
the construction operations shall be maintained by the Contractor
until the completion cf the work affected thereby, unless written
' permission is cbta:ned from the owner thereof to leave an
interfering fence dismantled for an agreed period of time. Where
fences must be maintained across the Right -of -Way, adequate gates
shall be installed therein. Gates shall be kept closed and locked
at all times when not in use.
On completion. of the work across any tract cf land, the Contractor
' shall restore all fences tc their original or to a better condition
and quality, purchasing new material to replace all materials lost,
damaged, or destroyed. Temporary gates installed by the Contractor
in any fence line -nay be left in place with the permission of the
'owner and tenant of the property.
All materials used in fence repairs or replacements shall be
approved by the Engineer.
SECTION 1 18: PROGRESS PHOTOGRAPhS. Photographs cf the
• construction work will be taken before, during, and upon completion
of the construction. Such photographs shall be taker. at the
direction of the Engineer. Contractor shall provide a Polarcid
camera and all required film for this purpose when requested by the
Engineer.
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DIVISION 1 - GENERAL PROVISIONS
SECTION 1-19: RESPONSIBIL:TY OF CONTRACTOR FOR BACK?The
Contractor shall be responsible, financially and otherwise, for (a)
all settlement of trench and other backfill which may occur from
time of original backfilling until the expiration of one year after
the date of final naytr.ent for the entire contract under which the
backfillina work was performed, (b) the refilling and repair of all
backfill settlement and the repair or replacement to the original
or a better condition of all pavement, top surfacings, driveways,
area ways, curbs, gutters, walks, surface structures, utilities,
drainage facilities, sod, and shrubbery which have been damaged as
a result of backfill settlement operations, and (c) all damage
claims or court actions against the Owner for any damage directly
or indirectly caused by backfill settlement.
The Contractor shall make, or cause tc
backfill replacements, or repairs or
thereto, within thirty [3C] days after
Engineer or Owner.
SECTION 1-20: TESTING. Contractor shall
facilities for testing systems. Owner
testing on the following basis:
be made, all necessary
replacement appurtenant
due notification by the
provide all personnel and
will provide WATER for
A. Pipeline and Pump Station Testing and Clearing - A
maximum of twice the capacity of all mains.
Storage Tanks Testing and Cleaning - A maximum of twice
the capacity of all tanks.
Cost of additional water used shall be deducted from Contractor's
Final Payment.
SECTION 1-21: BASELINES AND BENC_-I4ARKS. The Contractor shall
furnish competent personnel with work tools and material and shall
assist the Engineer in the establishment of baselines, benchmarks,
and other basic reference media needed to control the location and
elevation of work under this contract. Thereafter, the Contractor
shall carefully preserve such vertical and horizontal control and
shall make and be responsible for all measurements from it to the
work to be done.
The Contractor shall compensate the Engineer through withholding of
the final payment by the owner for replacing damaged controls (such
as hubs and stakes for horizontal and vertical control) at the rate
of $85.00 per hour with a minimum of $275.CC per appearance.
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' DIVISION 1 - GENERAL PROVISIONS
SECTION 1-22: CLASS:F:CATIoN OF EXCAVATED MATERIAL. Excavated
material shall be classified as earth excavation and blast rock
excavation. Blast rock excavation shall be composed of rock not
' removable by a backhoe chopping and prying action, but requiring
drilling and basting or air tools for its removal.
' Chert, slate, sandstone boulders less than six ;6] feet in
diameter, or any non -homogenous material shall not be considered
blast rock, and shall not be paid as such.
' SECTION 1-23: MEASUREMENT AND PAYMENT. It is the intent of the
proposal and special conditions that the total bid, as submitted,
shall cover all work shown on the contract drawings and required by
' the specifications and other contract documents. All costs in
connection with the work, including furnishing of all construction
plant equipment and tools and performing all necessary labor to
' fully complete the work shall be included in the unit and lump sum
prices named in the proposal. No item nor work that is required by
the contract documents for the proper and successful completion of
the contract will be paid outside or in addition to the prices
submitted in the proposal. All work not specifically set forth in
the proposal as a new item shall be considered a subsidiary
obligation of the Contractor and all costs in connection therewith
shall be included in the prices named in the proposal.
The method of measurement and basis for payment for each item as
listed in the bid forms shall be as stipulated in the following
subparagraphs:
A. Measurement, Retainment and Payment. These items shall be paid
' for on a unit price in place, furnished and installed in accordance
with plans and specifications. All payments shall be made on the
Engineer's estimated percent of completion, less retainment and
'• designated as "PARTIAL PAYMENT" to the Contractor by the Owner.
Retainment shall be 1C% of Engineer's Estimated Percentage of
Completion of each Bid Item, up to 50% of Total Project Bid figure;
' Thereafter, that amount of retainment shall remain constant until
the completion of project. The Unit Bid Price for Water line shall
be paid as follows:
IA) Pipe in place with Cleanup at ----------------83%
B) Accepted Pressure Testing ------------------------------5%
C) Safe Chlorine Tests from Health Department 5%
D) Cleanup to Road Crossing, fences, yards, fields, etc. - 10%
The retainment shall be released after all acceptance tests and
cleanup operations have been completed with successful results and
acceptance by the City or governing authority.
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DIVISION 1 - GENERAL PROVISIONS
' All pipe and encasement pipe shall be measured for payment in a
horizontal plane along the centerline of pipe.
B. Blast Rock. This item shall be paid for on a unit price per
cubic yard as measured in the trench after excavation and before
bedding and installation of pipe and shall include all excavation,
' dewatering, sheeting, or shoring as required, embedment, backfill,
subsequent handling, and disposal of all rock and waste material
and all other items not paid for separately.
' Measurement for payment shall be computed from the actual depth and
length of blast rock excavated except that the maximum trench width
shall be considered to be the nominal pipe diameter plus eighteen
' [18] inches and the maximum excavation below the installed pipe
considered to be six [6; inches. See Detail Sheet No. 16, "Trench
Detail", in the Appendix.
Rock measurement shall be made by the Engineer's representative.
C. Material Payment. The Contractor shall be paid fcr material
' stored cn site within thirty :30] days of delivery to the site or
within fifteen [15] days after the Engineer has submitted the
invoices to the Owner for payment, whichever is the later date.
' SECTION 1-24: SHOP DRAWINGS. The Contractor shall furnish all
Shop Drawings that are required by the Contract Documents. The
Contractor shall submit all Shop Drawings sufficiently in advance
' of construction to allow ample time fcr checking, correcting,
resubmitting and rechecking and to avoid any delay in progress of
the work.
The method of measurement and basis fcr payment for each item as
listed in the bid forms shall be as stipulated in the following
' subparagraphs:
Shop drawings submitted shall be marked with the name of the
protect, numbered, and bear the stamp of approval of the Contractor
' as evidence that the Shop Drawings have been reviewed and approved
by the Contractor. If the Shop Drawings show variation to the
Engineer's intention in his Letter of Transmittal in order that, if
' acceptable and Engineer gives written approval to the variation,
suitable action may be taken for proper adjustment; otherwise, the
Contractor will not be relieved of the responsibility of executing
' the Work in accordance with the Contract Dccuments, even though
such Shop Drawings Cr samples have been otherwise reviewed.
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D:V_sI`ON 2 - GENERAL PIPE :NSTALLAT:ON
SECTION 2--01: CLEAN:NG, The interior of all pipe and fitting
shall be thoroughly cleaned of all foreign matter before being
installed and shall be kept clean until the pipe has been
jointed.
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Every precaution shall be taken to prevent foreign material from
entering the pipe while it is being installed. No debris, too_s
clothing, or other materials shall be placed on the pipe. No
' hooks of any kind will be a::;,)wed to come in contact with the
pre -molded joint or interior of the pipe.
SECTION 2-32: INSPECT:CN. Each piece of pipe shall be testes
• for defects after its delivery alongside the trench near the
point of installation. Cast iron, ductile iron, or vitrified
clay pipe and fittings, while suspended and hanging free, shall
' be rung with a light hammer to detect cracks. All defective,
damaged, or unsound pipe and fittings shall be rejected ard
removed from the site of the work.
SECTION 2-03: LAY:NG P:Prc. Pipe shall be protected from lateral
lisp=acemer.t by means of backfill specifications and Sheet No. 15
of the Appendix to the Specifications. Under no circumstances
' shall pipe be laid in water, and no pipe shall be =aid under un-
suitable weather or trench conditions.
' When jointed in the trench, the pipe shall form a true and smooth
line. Pipe shat: not be trimmed except for closures. Pipe not
making a good fit Shall be removed.
' The laying of pipe shall begin at the lowest point, and the pipe
shall be installed so that the sp_gct ends point in the direction.
of the flow.
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DIVISION 3 - EARTHWORK
' SECTION 03-Cl: SCOPE. This section covers excavation, trench-
ing, rock removal, embedment and backfilling, surfacing, grading,
and other appurtenant work. The Contractor shall furnish all
' labor, equipment, and hand tools for earthwork.
SECTION 03-02: GENERAL REQUIREMENTS. Excavation work shall be
performed in a safe and proper manner with suitable precautions
' being taken against hazards of every kind. Excavations shall
provide adequate working space and clearances for the work to be
performed therein.
Subgrade surfaces for concrete and pipe placement shall be clean
and free of loose material of any kind.
' Excavations shall provide adequate clearance for installation and
removal of concrete forms. In no case shall excavation faces be
undercut for extended footings.
' Back -filling and construction of fills and embankments during
freezing weather shall not be done except by permission of the
' Engineer. No backfill, fill, or embankment materials shall be
installed on frozen surfaces, nor shall frozen materials, snow,
or ice be placed in any backfill, fill, or embankments.
t• SECTION 03-03: TRENCH EXCAVATION. All excavation shall be con-
sidered unclassified material, and will be included in the line
bid item in the proposal.
A. Line and Grade. The lines shall be excavated at approximate-
ly the locations shown on the pans, or along the lines as
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designated by the Engineer.
grade is shown on the plans,
Specifications, the grade of
topography of the ground.
Unless a specific profile and
or designated in the Detail
the trench shall follow the
B. Extra Depth Excavation. In general, the mains shall be laid
at a depth that provides a minimum of three feet of cover
below normal existing grade. However, there will be certain
areas where it will be necessary to lay at a greater depth to
meet future road grades, to clear storm sewers, sanitary sew-
ers, and other utility lines. Where these conditions are
encountered, lines shall be laid to depths designated by the
Engineer. Nc extra payments will be made for such extra
depth; a.. costs thereof are to be absorbed in the line bid
item in the proposal.
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C. Foundation. The bottom of the trench shall be graded so that '
the pipe will have an even bearing on good firm soil for its
full length. If the trench is excavated too deeply, it shall
be back -filled to the proper grade and well tamped.
If the natural material in the bottom of the trench Is un- '
suitable to support the pipe, it shall be removed to the
depth directed by the Engineer and replaced with suitable
material, if available, or crushed rock (1/2" graded).
D. Bell Holes. Bell holes shall be dug and shall be large
enough to permit ready access to all parts of the joint for
assembling and for inspection and to permit bearing as speci-
fied above.
E. Bracing and Shoring. Except where banks are cut on a stable '
slope, excavation for structures and trenches shall be pro-
perly and substantially sheeted, braced and shored, as neces-
sary,
to prevent caving or sliding, to provide protection for
existing structures and facilities. Sheeting, bracing, and
shoring shall be designed and built to withstand all loads
that might be caused by earth movement or pressure, and shall
be rigid, maintaining its shape and position under all cir-
cumstances.
Trench sheeting shall not be
is sufficient to carry trench
to the back of the sheeting.
after backfilling. When orde
ing shall be left permanently
pulled unless the pipe strength t
loads based on the trench width
Also, it shall not be pulled
red by the Engineer, wood sheet -
in the trench.
Where trench sheeting 'is left in place, such sheeting shall
not be braced against thpipe, but shall be supported in a
manner which will preclude the application of concentrated
loads of horizontal thrusts on the pipe. Cross braces in-
stalled
above the pipe for the Ipurpose of supporting sheeting
in the bottom of the triench may be removed after the pipe
embedment has been completed. '
F. Protection of Structures. All existing structures, conduits,
pipe lines, etc., along the line of the trench shall be pro-
tected from damage or injury due to the trenching operation.
G. Wet Trench. At all times during pipe laying operations, the
trench shall be kept free" of water either by pumping, bailing
or drainage.
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DIVISION 3 - EARTHWORK
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H. Open Ditch. The Contractor shall not open more trench in
advance of pipe laying than is necessary to expedite the
work. One block or 400 feet (whichever is the shorter) shall
be the maximum length of open trench permitted on any line
under construction. In no case shall more than one (1) joint
of pipe be :eft in an open trench overnight.
Except where tunneling is shown on the plans and is specified
or is permitted by the Engineer, all trench excavation shall
be open cut from the surface.
SECTION 3-04: CONSTRUCTION WITHIN PUBLIC ROADS AND RAILROAD
RIGHTS OF WAY: TUNNELING AND BORING. All railroad and highway
crossings shall be encased with casing of the lengths and depth
shown on the drawings. All casing materials and procedures shall
meet the approval of the appropriate agency. In no case shall
any boring be performed without prior written approval of the
appropriate Right -of -Way agency and written proof of _proper
bonding.
A. Method of Construction. Casing pipe shall be installed using
equipment that encases the hole as the earth is removed.
Boring without the concurrent installation of a casing pipe
will not be permitted. All joints in casing pipe shall be
smooth. Casing pipe shall extend through the entire fill and
be installed in a manner that will not disrupt traffic, dam-
age roadway grade and surface, or leave a void space between
the bore and casing.
When directed
by the Engineer
and
as approved by
the
State
Highway Commission
or appropriate
authority of
other
road
systems, the
Contractor shall
install
the casement
pipe
in an
open trench.
The Contractor
shall
provide traffic
control,
barricading,
compacted backfill,
pavement removal
and
replacement.
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B. Material - Casing Pipe.
C.
1. Welded steel pipe, new material,
35,000 psi. The following minimum
be used:
2
Outside.
Pipe
6"
16"
811
18"
10"
24"
12"
24"
14"
24"
In lieu of welded sl
bonded bituminous cot
used. Pipe shall be
punched. Pipe shall',
Company or an approvei
as specified in (1) al
In all cases, the c
Highway Commission S
formed and all operation
or his subcontractors, wi
way Right -of -Way shall
ments, and be under the
railroad or highway auth
over and control of the R
D. Public Travel. Public t:
venienced. Streets, side'
ings, where not bored, s:
the pipe is laid. The or(
such as to interfere as
streets and alleys. A
allowed to leave an open
alley overnight.
with a minimum yield of
wall thicknesses shall
1
Wall Thickness (Inches)
Under Highway Under Railroad '
0.250 0.250
0.250 0.312
0.250 0.375
0.250 0.375
0.250 0.275
:eel, as specified above, asbestos
ited corrugated metal pipe may be
.4 gauge. Connection shall be match
be as manufactured by Armco Steel
I equal. Casing diameters shall be
)ove.
;ing used must meet Arkansas State
:cifications.
tilroad Rights -of -Way. All work per-
s of the Contractor, his employees,
:hin the limit of railroad and high -
)e
in conformity with the require-
:ontrol (through the Owner), of the
)rity owning or having jurisdiction
.ght-of-Way in each case. '
ravel shall not be needlessly incon-
talks, and private driveway cross-
iall
be promptly back -filled after
ler of trenching operations shall be
.ittle as possible with the use of
no time will- the Contractor be
cut street, sidewalk, driveway, or
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DIVISION 3 - EARTHWORK
1
' The Contractor shall schedule his work so as to leave over-
night no more than ;.5 feet of open trench or only the last
joint of pipe installed. Such open trench shall be barri-
caded completely with sawhcrses or rope as approved by the Engineer, and warning lights or battery operated electric
flashers properly arranged to warn all traffic of the open
trench and lighted as dusk. Such open trench may be covered
'• with steel plates of such strength as to carry pedestrial
traffic, subject to approval of the Engineer.
' SECTION 03-05: ROCK EXCAVATION.
A. Undercut and Embedment. When the excavation is made through
rock or other material too hard to be readily removed for
' admitting the bell of the pipe, the trench shall be excavated
at least six (6) inches deeper than the grade of the outside
bottom of the barrel of the pipe, and refilled and tamped
t with suitable excavated materials, SB-2 Base, or fill sand as
directed by the Engineer.
B. Blasting. For rock excavation the Contractor may choose the
option of drilling and blasting rock for easy removal. The
Contractor's methods of blasting shall conform with the Asso-
ciated General Contractor's Manua: of Accident Prevention in
t Construction, and the National Fire Protection Association
NFPA No. 495 - Code for the Manufacture, Transportation,
Storage and Use of Explosives and Blasting Agents. Such
' blasting shall be performed as approved by the Engineer. The
Contractor shall employ someone experienced and bonded in ex-
plosives and blasting to perform all explosive and blasting
work. The Contractor shad be held responsible for noncom-
pliance.
Prior to blasting, the Contractor shall notify all adjacent
' utilities. Care shall be exercised by the Contractor to
prevent shattering rocks beyond required limits of excava-
tion. This shall be accomplished with the charge holes pro-
f perly located and drilled to correct depth for charges used.
The charges shall all be limited in size to minimum required
to permit reasonable removal of material by excavating equip-
ment with "over -break" effects corrected by the removal of
' broken rock and replacement with approved suitable material.
Generally it is suggested that slow blow charges be used and
blasting be conducted under cover of mats so constructed to
prevent scattering of fragments.
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DIVISION 3 - EARTHWORK
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SECTION 03-06: BACKFILLING' After the pipes and joints have
been inspected and approved, the trench shall be filled to a
depth of one (1) foot over the top of the pipe with selected
material free of clods and stones. Such select material shall be
deposited and compacted in a manner to firmly hold and maintain
the pipe in proper position and alignment during subsequent pipe
jointing, embedment and backfilling operations. All trench
backfill above pipe embedment shall conform to the following
requirements when so directed by the Engineer:
A. Tamped Backfill. Tampe
full depth of the tren
shoulders, curbs, sidew
construction, or structu
be finely divided job e
organic 'material and st
material may be placed
hydrohammer to finisb g
tent sufficient to obt
density with the metho
will be'tested in accord
backfill will be required for the
h under roads, driveways, highway
lks, gutters, and other surfaces,
es. Tamped backfill materials shall
cavated material free from debris,
nes larger than 3/4". The backfill
n one operation for tamping with the
ade, but shall have a moisture con -
in ninety percent (90%) of maximum
of compaction used. Such density
nce with AASHO Designation T147-54.
B. Uncompacted Backfill. Mechanical compaction of trench back -
fill above pipe embedments in locations other than those
hereinbefore specified will not be required, however, com-
plete water inundation of backfill will be required.
Uncompacted earth backfilll material which is to be placed
above embedments shall bie free of brush, roots more than two
(2) inches in diameter, debris, and boulders, in certain por-
tions of the trench depth.
C. Inundated Sand Backfill.j At the option of the Contractor,
inundated sand may be installed in lieu of tamped backfill in
any of the above locations where, in the opinion of the Engi-
neer, the use of water for this purpose would cause no damage
to adjacent property or buried utilities.
Sand for inundated sand backfill shall be free from lumps,
rubbish, roots, cinders, and other objectionable material;
not more than twenty-five. percent (25%) shall be retained on
a No. 4 sieve, and not more than ten percent (10%) shall pass
a No. 200 sieve.
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DIV=SIGN 3 - EARTHWORK
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The
general
procedure to
be
employed in
the
inundation of
sand
backfill
with water
shall
be submitted
by
the Contractor
and approved by the Engineer prior to starting operations
thereunder. Operational details in connection therewith
shall be acceptable to the Engineer at all times.
D. Crushed Rcck Backfill. In lieu of the tamped backfill, the
Contractor may fill the full depth of the trench with a
crushed rock, as approved by the Engineer.
After placement, the crushed rock shall be tamped to ensure a
mechanical interlock of particles.
SECTION
03-07: STREAM CROSSINGS. A
concrete encasement of six
(6)
inches
minimum thickness shall be
installed
around the pipe
'• at
such
places as are indicated on the
plans
or as directed by
the
Engineer
to provide extra protection
to
the pipe where it
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crosses creek or stream water courses.
SECTION 03-08: PROTECTION OF TRENCH BACKFIL:, IN DRAINAGE
COURSES. Where trenches are constructed in or across roadway
ditches or other water courses, suitable ditch checks as approved
by the Engineer shall- be installed as directed. Ditch checks may
be of creosote treated lumber, stone, or concrete as authorized.
In any case, the ditch check shall extend not less than two (2)
feet below the original ditch or water course bottom for the full
bottom and side slopes thereof.
SECT=ON 03-09: DISPOSAL CF EXCESS EXCAVATED MATERIAL. On both
public and private property, excess excavated materials not
required for backfill or grading shall be removed from the site
of excavation by the Contractor. The Contractor shall be respon-
sible for the proper disposal of such material to the satisfac-
tion of the Engineer or the Owner of the disposal site.
Excess excavated materials from trenches located ir, open fields
shall be distributed directly back over the pipe line and within
the pipe line Right-cf-Way to a maximum depth of six (6) inches
above the original ground surface, at and across the trench and
with uniform side slcpes.
Grubbed and excavated material not suitable for backfill, such as
rock, trees, rccts, etc., shall be PROPERLY DISPOSED OF by the
Ccntractor. Such items SHALL NOT be left on the construction
site.
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Ln c'r1uN v -ii: PAVED SURFACES. Paved surfaces shall be removed I
and replaced in kind to the satisfaction of the Engineer.
b8CTSUN VS -11:
GRADING AND SEEDING. After backfilling has been
completed
and settled,
all areas
on the site of the work which
are to be
graded
shall
be brlought
to grade at the specified ele-
vations,
slopes,
and
contours.
Slopes shall be trimmed and
dressed
by hand
and
other Isurfaces
so graded that effective
drainage
is secured.
Grading, and
surfacing shall be completed to
the satisfaction
of the
Engineer.
Before sowing any seed, all 'shaping and dressing of such areas
shall have been completed to the satisfaction of the Engineer and
the areas prepared to receive the seed by using a disc spiker or
other implement as approved by the Engineer.
Seed used shall be first quality and shall be a mixture approved
by the Owner and the Engineer. No seeding shall be done during
windy weather or when the ground is frozen, wet, or otherwise in
a non -tillable condition. Full advantage shall be taken of time
and weather conditions best suited for seeding, and such time of
seeding shall be subject to the approval of the Engineer.
The Contractor shall maintai
expense, until final accepta
shall consist of watering, m
other work as may be necessa
condition. All water requi
work and maintenance shall b
the Contractor.
all new seeded areas at his own
ce of the project. Maintenance
lching, protecting, replacing, and
y to keep the work in satisfactory
ed in connection with the seeding
furnished by and at the expense of
SECTION 03-12: RESODDING. -All established lawn areas cut by the
line of trench or damaged during the course of the work shall be
resodded, after completion of construction, to the complete
satisfaction of the property owner. All sod used shall be of the
same type removed or damaged) shall be of the best quality, and
when placed, shall be live, fresh, growing grass.
All sod shall be procured - from areas where the soil is fertile
nand contains a high percentage of loamy topsoil, and from areas
that have been grazed or moved sufficiently to form a dense turf.
The sod shall be transplanted
harvested unless it is stack(
satisfactory to the Engineer
moist and protected from exp(
In no event shall more than c
cutting and planting of the s(
within 24 hours from the time it is
d at its destination in a manner
All sod in stacks shall be kept
sure to the sun and from freezing.
ne week elapse between the time of
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DIVISION 3 - EARTHWORK
Before placing or depositing sod on areas to be sodded, all shap-
ing and dressing of the area shall have been completed to the
satisfaction of the Engineer. After the shaping and dressing
have been completed, commercial fertilizer, of a type as approved
•' by the Engineer, shat; be applied uniformly over the areas so
prepared in a manner and in amounts as recommended by the manu-
facturer and harrowed 'Lightly. Sodding shall follow immediately.
All sodding shall be done during the period from March 15 tc
Cctober 1, unless written permission is given by the Owner to
' extend the planting season.
SECTION 03-13: PRESERVATION OF TREES AND SHRUBS. No trees shall
be removed outside the excavation limits, except where their
' removal is authorized by the Engineer.
Main tree roots shall not be cut except where they are within the
' area to be occupied by a pipe or structure. Excavation shall be
done by hand where necessary to prevent injury to roots cr trees.
Where trees are on the line of trench or adjacent thereto and
' conditions are such that tunneling beneath the tree can be acccm-
plished without damage thereto, tunneling will be required.
Where it is impossible to tunnel under trees on the line of
trench, such trees shall be removed and disposed of by, and at
the expense of, the Contractor and to the satisfaction of the
property owner. Trees which are left standing shall be adequate-
' y protected from permanent damage by construction operation.
Trimming of standing trees where required shall be as directed by
the Engineer. All shrubbery damaged or removed by the Contractor
shall be replaced to the satisfaction of the Owner thereof, by
and at the expense of the Contractor.
SECTION C3-14: REMOVAL OF WATER. The Contractor shall provide
and maintain adequate de -watering equipment to remove and dispose
of all surface and ground water entering excavations, trenches,
or other parts of the work. Each excavation shall be kept dry
' during subgrade preparation and continually thereafter until the
• structure to be built, or the pipe line to be installed therein.
=is completed to the extent that no damage from hydrostatic pres-
sure, floatation, or other causes will result.
' All excavations for concrete structures which extend down to or
below the static ground water elevations shall be de -watered by
' lowering and maintaining the ground water surface beneath such
excavations a distance of not less than 12 inches below the bot-
tom of the excavation.
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DIVISION 3 - EARTHWORK
urface water shall be diverted or otherwise prevented from
entering excavated areas or trenches, to the greatest extent
practicable without causing damage to adjacent property.
The Contractor will be heldlresponsible for the condition of any
pipe line, or conduit which he (the Contractor) may use for
drainage purposes, and all pipes or conduits shall be left clean
and free from sediment.
J etr1'1UIV ui-ID: MEASUREMENT
paid for as
the labor and ma
place Bid
Items, as furnish
plans and
specification.
Engineer's
estimated percent
holdback
shall be released
completed
with successful r
Governing
authority.
SECTION 03-16: WATER LINE A
ing and paralleling
of wate
accordance
with the latest r
Pertaining
to PUBLIC WATER S
of Health.
Uncased water 11
more from
any sewer line.
or,t,.i1t�iv uJ-1I: Y1PE EMHEUM
rately graded to provide uni
barrel between bell holes.
character, such as uncemente
bedding material, and unifo
bedding material will not b
Engineer for particular exce
bottom materials will not a
pipe length the excavations
cient to allow a minimum de
herein :and detailed on the p
The details of trenching,
shown on the drawings and
follows:
AND PAYMENT. These items shall be
erials are provided for complete in
d and installed in accordance with
11 payments shall be made on the
of completion, less 10%. The 10%
fter all acceptance tests have been
suits, and acceptance by the City or
SEWER LINE SEPARATION. The cross -
lines and sewer lines shall be in
ision of the "Rules and Regulations
PLIES" of the Arkansas State Board
s shall be separated by 10 feet or
NT. Trench bottoms shall be accu-
orm bearing and support for the pipe
When the trench bottom is of proper
granular material or other natural
m shaping can be executed, foreign
required except as directed by the
tions in construction.. When trench
low -uniform bearing for the entire
shall be carried to a depth suffi-
th of bedding material, as specified
an, to be placed under the pipe.
!learances,
and
pipe
embedment
are
le character
of
such
materials are
as
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DIVISION 3 - EARTHWORK
IA. Granular Bedding shall be crushed stone or grave_ with not
less than 95% passing 3/4 inch and not less than 95% retained
on a No. 4 sieve; to be placed in not more than a 12 inch
layer in the trench bottom and graded, shaped and compacted
' by slicing with a shovel or other approved means to provide
uniform continuous support for the installed pipe between
bell holes.
B. Compacted Bedding shall be finely divided, job -excavated
material free from debris, organic material, and stones, and
' compacted to a uniform density which will prevent displace-
ment of the pipe during subsequent operations as approved by
the Engineer; granular bedding material may be substituted
for all or part of compacted bedding, but at no additional-
' cost to the Owner.
After each joint of pipe has been graded, aligned, and placed
' in final position on the bedding material, and shoved home,
sufficient pipe bedding material shall be deposited and com-
pacted under and around each side of the pipe and back of the
bell, or end thereof, to firmly hold and maintain the pipe in
' proper position and alignment during subsequent pipe joint-
ing, embedment, and backfilling operations.
SECTION 03-18: TRENCH BACKFILL Trench backfill above pipe
embedment shall conform to one of the following requirements:
A. Compacted Backfil: shall be firmly divided material free from
debris and organic material, but may contain rubble and
detritus from rock excavation at certain levels of the trench
depth. This material, with a sufficient moisture content,
may be placed in lifts and mechanically tamped to 9C% maximum
density as determined by AASHO Standard Method A -T-147-54
(using AASHC T-99-57 as a compacted control test), or the
'• entire trench depth may be back -filled and the required com-
paction obtained by tamping with a hydrohammer or by inunda-
tion with water.
' The method used in obtaining compaction shall be approved by
the Engineer. Granular bedding material may be used as com-
pacted backfill at the option of the Contractor, but at no
' additional cost to the Owner.
Uncompacted Backfi=l shall be free of brush, roots more than
1 2 inches in diameter, debris, and junk, but may contain rub-
ble and detritus from rock excavation, stones, and boulders
at certain levels of the trench depth. Placement of the
material shall be by methods approved by the Engineer.
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DIVISION 3 EARTHWORK
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Inundated Sand may, at th1e Contractor's option, be installed
in lieu of tamped backfill where, in the opinion of the Engi-
neer, the use of water for this purpose would cause no damage
to adjacent property or buried utilities.
Sand for inundated sand backfill shall be free of lumps, rub-
bish, roots, cinders, and other objectionable material; not
more than 25% shall be retained on a No. 4 sieve, and not
more than 10% shall pass a No. 200 sieve.
The inundation of earth
shall be done in such'
installed pipe or its e
least amount of water poi
able amount of settlement
ground level; the water
from the top of the pip
probe attached to a hose
ding material in any cons
shall be added during th
pletion of the operation
obtained. If for reason
stances, the backfillingi
stages if so authorized b'
(water settled) or sand backfill
a manner as to not disturb the
bedment material, and to use the
sible in obtaining the- most desir-
Trenches shall not be brought to
shall be introduced to the trench,
embedment upward, through a pipe
being careful not to_ disturb bed-
quential nature. Backfill material
inundation process so that at com-
a desired surface elevation will be
of porous soil, or other circum-
and inundations may proceed by
the Engineer.
This general procedure to be employed in the inundation of
sand backfill with water shall be submitted by the Contractor
to, and approved by, the Engineer prior to starting opera-
tions thereunder. operational details in connection there-
with shall be acceptable to the Engineer at all times.
Compacted backfill shall be required where beneath pavements,
surfacing, driveways, curbs, gutters, walks, or other surface
construction or structures or where in road or highway shoul-
ders or beneath areas where sod is to be replaced.
Placement of trench backfill material will proceed in such a
manner, as approved by the Engineer, that no excessive loads,
shocks, or impacts will be imposed on the installed pipe
which would result in pipe injury or displacement.
Compact masses of still,
solidated material, or
volume shall not be pent
the trench unless cushi
backfill above the pipe e
mucky clay or gumbo, or other con -
;tone more than one cubic foot in
tted to fall more than 5 feet into
fined by at least 2 feet of loose
tbedment.
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DVISION 3 - EARTHWORK
No trench backfill material containing rock, or rock exca-
vation detritus, steal: be placed in the upper 18 inches of
the trench except with the specific permission of the Engi-
neer in each case, ncr shall any hard rock, stone or boulder
larger than 8 inches in its greatest dimension be placed
within 3 feet of the top of the pipe. Large stones may be
placed in the remainder of the trench backfill only if well
separated and so arranged such that no interference with
backfill compaction or settlement will result.
Additional backfilling may be necessary at a later date
before paving or other surfacing is installed or completed.
Trenches to receive sod or seeding shall be topped with 12
inches of topsoil or material equal to that adjacent tc the -
trench at the ground surface.
SECTION 03-19: GRUBBING AND CLEARING. The Contractor is respon-
sible for grubbing and clearing all those areas within the con-
struction limits in which he performs work. The Contractor shall
properly dispose of all rubble, debris, rocks, etc. He shall
also clean and dress up the construction site.
SECTION 03-20: ROAD RA:LRCAD, PIPELINE, AND UTILITY SERVICE
CROSS:NGS. All construction intersection or paralleling an
existing road, highway, railroad, pipeline, or utility shall
conform to the requirements established within the jurisdiction
of the interested governing authorities.
A. State Highway and County Road Permits. Verbal permission for
the construction across and under state and county highways
has been obtained by the Engineer. However, the Contractor
shall be required to post deposits which shall be returnable
upon approval and acceptance by the State Highway Department,
the highway department of the county or counties in which the
project is located, or any other proper governing authority.
No work order shall be issued until such deposits have been
made.
B. Local Natural Gas Company. The local gas company sets forth
the following requirements for crcssing their pipe lines:
1. The proposed water line should be constructed so that it
will cross under Cr over the gas line with a minimum
clearance of 12".
' 2. It is desirable that the waterline cross the gas pipe-
line, as near as possible, at right angles.
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3. No structure, appuritenance or related fitting will be
placed over or under1 said pipeline which will hinder or
interfere with the normal operation and maintenance of
the pipeline.
4. Written notice shall be provided the area representative,
as shown on Plan's cover sheet, in sufficient time prior
to construction activities so that the local gas company
representative may be present during the construction of
the line at the crossings.
5. The approaches to the gas pipeline shall be made so that
the gas pipeline will be exposed only the minimum length
of time. If it is evident that the ditch- will cave in at
the point of crossing the gas line, cribbing will be
requested at this location.
6. Sufficient precaution should be taken in the use of heavy
construction equipment so that no damage will be done to
the gas pipeline. The use of such heavy equipment over
the gas lines will be reduced to an absolute minimum.
Furthermore, if conditions so require, the gas pipelines
will be bridged or matting will be used in connection
with the operation of, such equipment to prevent possible
damage to the gas lines.
7. The location of the point of crossing should be identi-
fied by the best practical method.
8. The water main shall parallel gas mains at a perpendi-
cular distance of 20 !feet or more.
C. Local Power and Light Companies. The local power and light
companies set forth the following requirements for construc-
tion of water mains within their easements:
1. Construct water main parallel to power lines at a_perpen-
dicular distance of five (5) feet or more.
2. Advance notice shall be given if their facilities inter-
fere with construction.
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' § 1926.606 29 CFR Ch. XVII (7-1-92 Edition)
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(6) Obstructions shall not be laid on
or across the gangway.
(7) The means of access shall be ade-
quately illuminated for its full length.
(8) Unless the structure makes it im-
possible, the means of access shall be
so located that the load will not pass
over employees.
(c) Working surfaces of barges. (1)
Employees shall not be permitted to
walk along the sides of covered light-
ers or barges with coamings more than
5 feet high, unless there is a 3 -foot
clear walkway, or a grab rail, or a taut
handline is provided.
(2) Decks and other working sur-
faces shall be maintained in a safe
condition.
(3) Employees shall not be permitted
to pass fore and aft, over, or around
deckloads, unless there is a safe pas-
sage.
(4) Employees shall not be permitted
to walk over deckloads from rail to
coaming unless there is a safe passage.
If it is necessary to stand at the out-
board or inboard edge of the deckload
where less than 24 inches of bulwark,
rail, coaming, or other protection
exists, all employees shall be provided
with a suitable means of protection
against falling from the deckload.
(d) First -aid and lifesaving equip-
ment. (1) Provisions for rendering first
aid and medical assistance shall be in
accordance with Subpart D of this
part.
(2) The employer shall ensure that
there is in the vicinity of each barge in
use at least one U.S. Coast Guard -ap-
proved 30 -inch lifering with not less
than 90 feet of line attached, and at
least one portable or permanent
ladder which will reach the top of the
apron to the surface of the water. If
the above equipment is not available
at the pier, the employer shall furnish
it during the time that he is working
the barge.
(3) Employees walking or working on
the unguarded decks of barges shall be
protected with U.S. Coast Guard -ap-
proved work vests or buoyant vests.
(e) Commercial diving operations.
Commercial diving operations shall be
subject to subpart T of part 1910,
§§ 1910.401-1910.441, of this chapter.
[39 FR 22801, June 24, 1974, as amended at
42 FR 37674. July 22, 1977]
§ 1926.606 Definitions applicable to this
subpart.
(a) Apron —The area along the wa-
terfront edge of the pier or wharf.
(b) Bulwark —The side of a ship
above the upper deck.
(c) Coaming—The raised frame, as
around a hatchway in the deck, to
keep out water.
(d) Jacob's ladder —A marine ladder
of rope or chain with wooden or metal
rungs.
(e) Rail, for the purpose of
§ 1926.605, means a light structure
serving as a guard at the outer edge of
a ship's deck.
Subpart P —Excavations
AUTHoarTY: Sec. 107, Contract Worker
Hours and Safety Standards Act (Construc-
tion Safety Act) (40 U.S.C. 333); Sees. 4, 6, 8,
Occupational Safety and Health Act of
1970 (29 U.S.C. 653, 655, 657): Secretary of
Labor's Order No. 12-71 (36 FR 8754), 8-76
(41 FR 25059), or 9-83 (48 FR 35736), as ap-
plicable, and 29 CFR part 1911.
SOURCE: 54 FR 45959, Oct. 31, 1989, unless
otherwise noted.
§ 1926.650 Scope, application, and defini-
tions applicable to this subpart.
(a) Scope and application. This sub-
part applies to all open excavations
made in the earth's surface. Excava-
tions are defined to include trenches.
(b) Definitions applicable to this
subpart.
Accepted engineering practices
means those requirements which are
compatible with standards of practice
required by a registered professional
engineer.
Aluminum Hydraulic Shoring means
a pre-engineered shoring system com-
prised of aluminum hydraulic cylin-
ders (crossbraces) used in conjunction
with vertical rails (uprights) or hori-
zontal rails (walers). Such system is
designed, specifically to support the
sidewalls of an excavation and prevent
cave-ins.
Bell-bottom pier hole means a type
of shaft or footing excavation, the
bottom of which is made larger than
the cross section above to form a
belled shape.
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§ 1926.650 '
Benching (Benching system) means
a method of protecting employees
from cave-ins by excavating the• sides
of an excavation to form one or a
series of horizontal levels or steps,
usually with vertical or near -vertical
surfaces between levels.
Cave-in means the separation ofa
mass of soil or rock material from the
side of an excavation, or the loss of
soil from under a trench shield or sup-
port system, and its sudden movement
into the excavation, either by falling
or sliding, in sufficient quantity so
that it could entrap, bury, or other-
wise injure and immobilize a person.
Competent person means one who is
capable of identifying existing and
predictable hazards in the surround-
ings, or working conditions which are
unsanitary, hazardous, or dangerous
to employees, and who has authoriza-
tion to take prompt corrective meas-
ures to eliminate them.
Cross braces mean the horizontal
members of a shoring system installed
perpendicular to the sides of the exca-
vation, the ends of which bear against
either uprights or wales.
Excavation means any man-made
cut, cavity, trench, or depression in an
earth surface, formed by earth remov=
al.
Faces or sides means the vertical or
inclined earth surfaces formed as a
result of excavation work.
Failure means the breakage, dis-
placement, or permanent deformation
of a structural member or connection
so as to reduce its structural integrity
and its supportive capabilities.
Hazardous atmosphere means an at-
mosphere which by reason of being ex=
plosive, flammable; poisonous, corro-
sive, oxidizing, irritating, oxygen defi-
cient, toxic, or otherwise harmful, may
cause death, illness, or injury.
Kickout means the accidental rel
lease or failure of a cross brace.
Protective system means a method of
protecting employees from cave-ins;
from material that could fall or roll
from an excavation face or into an exL
cavation, or from the collapse of adjal
cent structures. Protective systems in;
clude support systems, sloping and
benching systems, shield systems, and
other systems that provide the necesL
sary protection.
Ramp means an inclined walking or
working surface that is used to gain
access to one point from another, and
is constructed from earth or from
structural materials such as steel or
wood.
Registered Professional Engineer
means a person who is registered as a
professional engineer -in the state
where the work is to be performed.
However, a professional engineer, reg-
istered in any state is deemed to be a
"registered professional engineer"
within the meaning of this standard
when approving designs for "manufac-
tured protective systems" or "tabulat-
ed data" to be used in interstate com-
merce.
Sheeting means the members of a
shoring system that retain the earth
in position and in turn are supported
by other members of the shoring
system.
Shield (Shield system) means a
structure that is able to withstand the
forces imposed on it by a cave-in and
thereby protect employees within the
structure. Shields can be permanent
structures or can be designed to be
portable and moved along as work pro-
gresses. Additionally, shields can be
either premanufactured or job -built in
accordance with § 1926.652 (c)(3) or
(c)(4). Shields used. in trenches are
usually referred to as "trench boxes"
or "trench shields."
Shoring (Shoring system) means a
structure such as a metal hydraulic,
mechanical or timber shoring system
that supports the sides of an excava-
tion and which is designed to prevent
cave-ins.
Sides. See "Faces."
Sloping (Sloping system) means a
method of protecting employees from
cave-ins by excavating to form sides of
an excavation that are inclined away
from the excavation so as to prevent
cave-ins. The angle of incline required
to prevent a cave-in varies with differ-
ences in such factors as the soil type,
environmental conditions of exposure,
and application of surcharge loads.
Stable rock means natural solid min-
eral material that can be excavated
with vertical sides and will remain
intact while exposed. Unstable rock is
considered to be stable when the rock
material on the side or sides of the ex -
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cavation is secured against caving -in or
movement by rock bolts or by another
protective system that has been de-
signed by a registered professional en-
gineer.
Structural ramp means a ramp built
of steel or wood, usually used for vehi-
cle access. Ramps made of soil or rock
are not considered structural ramps.
Support system means a structure
such as underpinning, bracing, or
shoring, which provides support to an
adjacent structure, underground in-
stallation, or the sides of an excava-
tion.
Tabulated data means tables and
charts approved by a registered profes-
sional engineer and used to design and
construct a protective system.
Trench (Trench excavation) means a
narrow excavation (in relation to its
length) made below the surface of the
ground. In general, the depth is great-
er than the width, but the width of a
trench (measured at the bottom) is
not greater than 15 feet (4.6 m). If
forms or other structures are installed
or constructed in an excavation so as
to reduce the dimension measured
from the forms or structure to the side
of the excavation to 15 feet (4.6 m) or
less (measured at the bottom of the
excavation), the excavation is also con-
sidered to be a trench.
Trench box See "Shield."
Trench shield See "Shield."
Uprights means the vertical mem-
bers of a trench shoring system placed
in contact with the earth and usually
positioned so that individual members
do not contact each other. Uprights
placed so that individual members are
closely spaced, in contact with or
interconnected to each other, are
often called "sheeting."
Wales means horizontal members of
a shoring system placed parallel to the
excavation face whose sides bear
against the vertical members of the
shoring system or earth.
§ 1926.651 General requirements.
(a) Surface encumbrances. All sur-
face encumbrances that are located so
as to create a hazard to employees
shall be removed or supported, as nec-
essary, to safeguard employees.
(b) Underground installations. (1)
The estimated location of utility in-
stallations, such as sewer, telephone,
fuel, electric, water lines, or any other
underground installations that reason-
ably may be expected to be encoun-
tered during excavation work, shall be
determined prior to opening an exca-
vation.
(2) Utility companies or owners shall
be contacted within established or cus-
tomary local response times, advised
of the proposed work, and asked to es-
tablish the location of the utility un-
derground installations prior to the
start of actual excavation. When utili-
ty companies or owners cannot re-
spond to a request to locate under-
ground utility installations within 24
hours (unless a longer period is re-
quired by state or local law), or cannot
establish the exact location of these
installations, the employer may pro-
ceed, provided the employer does so
with caution, and provided detection
equipment or other acceptable means
to locate utility installations are used.
(3) When excavation operations ap-
proach the estimated location of un-
derground installations, the exact lo-
cation of the installations shall be de-
termined by safe and acceptable
means.
(4) While the excavation is open, un-
derground installations shall be pro-
tected, supported or removed as neces-
sary to safeguard employees.
(c) Access and egress —(1) Structural
ramps. (i) Structural ramps that are
used solely by employees as a means of
access or egress from excavations shall
be designed by a competent person.
Structural ramps used for access or
egress of equipment shall be designed
by a competent person qualified in
structural design, and shall be con-
structed in accordance with the
design.
(ii) Ramps and runways constructed
of two or more structural members
shall have the structural members
connected together to prevent dis-
placement.
(iii) Structural members used for
ramps and runways shall be of uni-
form thickness.
(iv) Cleats or other appropriate
means used to connect runway struc-
tural members shall be attached to the
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tached in a manner to prevent trip-
ping.
(v) Structural ramps used in lieu of
steps shall be provided with cleats or
other surface treatments on the top
surface to prevent slipping. 1
(2) Means of egress from trench exc¢
vations. A stairway, ladder, ramp or
other safe means of egress shall be lo-
cated in trench excavations that are 4
feet (1.22 m) or more in depth so as to
require no more than 25 feet (7.62 m)
of lateral travel for employees.
(d) Exposure to vehicular traffic.
Employees exposed to public vehicular
traffic shall be . provided with, arid
shall wear, warning vests or other suit;
able garments marked with or made of
reflectorized or high -visibility materi
al.
(e) Exposure to falling loads. No em
ployee shall be permitted underneath
loads handled by lifting or digging
equipment. Employees shall be re-
quired to stand away from any vehicle
being loaded or unloaded to avoid
being struck by any spillage or.falling
materials. Operators may remain iii
the cabs of vehicles being loaded or
unloaded when the vehicles are
equipped, in accordance with
§ 1926.601(b)(6), to provide adequate
protection for the operator during
loading and unloading operations.
(f) Warning system for mobile equip-
ment. When mobile equipment is opera
ated adjacent to an excavation, or
when such equipment is required to
approach the edge of an excavation]
and the operator does not have a clear
and direct view of the edge of the ex!
cavation, a warning system shall be
utilized such as barricades, hand or
mechanical signals, or stop logs. If pos!
sible, the grade should be away from
the excavation.
(g) Hazardous atmospheres —(1)
Testing and controls. In addition to
the requirements set forth in subparts
D and E of this part (29 CFR 1926.50!
1926.107) to prevent exposure to
harmful levels of atmospheric con!
taminants and to assure acceptable ate,
mospheric conditions, the following re'
quirements shall apply:
(i) Where oxygen deficiency (atmos;
pheres containing less than 19.5 per!
cent oxygen) or a hazardous atmos�
phere exists or could reasonably be ex
petted to exist, such as in excavations
in landfill areas or excavations in
areas where hazardous substances are
stored nearby, the atmospheres in the
•
excavation shall be tested before em-
ployees enter excavations greater than
4 feet (1.22 m) in depth.
(ii) Adequate precautions shall be
taken to prevent employee exposure to
atmospheres containing less than 19.5
percent oxygen and other hazardous
atmospheres. These precautions in-
clude. providing proper respiratory
protection or ventilation in accordance
with subparts D and E of this part re-
spectively.
(iii) Adequate precaution shall be
taken such as providing ventilation, to
prevent employee exposure to an at-
mosphere containing a concentration
of a flammable gas in excess of 20 per-
cent of the lower flammable limit of
the gas.
(iv) When controls are used that are
intended to reduce the level of atmos-
pheric contaminants to acceptable
levels, testing shall be conducted as
often as necessary to ensure that the
atmosphere remains safe.
(2) Emergency rescue equipment. (i)
Emergency rescue equipment, such as
breathing apparatus, a safety harness
and line, or a basket stretcher, shall be
readily available where hazardous at-
mospheric conditions exist or may rea-
sonably be expected to develop during
work in an excavation. This equipment
shall be attended when in use.
(ii) Employees entering bell-bottom
pier holes; or other similar deep and
confined footing excavations, shall
wear a harness with a life -line securely
attached to it. The lifeline shall be
separate from any line used to handle
materials, and shall be individually at-
tended at all times while the employee
wearing the lifeline is in the excava-
tion.
(h) Protection from hazards associ-
ated with water accumulation. (1) Em-
ployees shall not work in excavations
in which there is accumulated water,
or in excavations in which water is ac-
cumulating, unless adequate precau-
tions have been taken to protect em-
ployees against the hazards posed by
water accumulation. The precautions
necessary to protect employees ade-
quately vary with each situation, but
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could include special support or shield
systems to protect from cave-ins,
water removal to control the level of
accumulating water, or use of a safety
harness and lifeline.
(2) If water is controlled or prevent-
ed from accumulating by the use of
water removal equipment, the water
removal equipment and operations
shall be monitored by a competent
person to ensure proper operation.
(3) If excavation work interrupts the
natural drainage of surface water
(such as streams), diversion ditches,
dikes, or other suitable means shall be
used to prevent surface water from en-
tering the excavation and to provide
adequate drainage of the area adja-
cent to the excavation. Excavations
subject to runoff from heavy rains will
require an inspection by a competent
person and compliance with pars-
graphs (h)(1) and (h)(2) of this sec-
tion.
(i) Stability of adjacent structures.
(1) Where the stability of adjoining
buildings, walls, or other structures is
endangered by excavation operations,
support systems such as shoring, brac-
ing, or underpinning shall be provided
to ensure the stability of such struc-
tures for the protection of employees.
(2) Excavation below the level of the
base or footing of any foundation or
retaining wall that could be reason-
ably expected to pose a hazard to em-
ployees shall not be permitted except
when:
(i) A support system, such as under-
pinning, is provided to ensure the
safety of employees and the stability
of the structure; or
(ii) The excavation is in stable rock;
or
(iii) A registered professional engi-
neer has approved the determination
that the structure is sufficently re-
moved from the excavation so as to be
unaffected by the excavation activity:
or
(iv) A registered professional engi-
neer has approved the determination
that such excavation work will not
pose a hazard to employees.
(3) Sidewalks, pavements, and appur-
tenant structure shall not be under-
mined unless a support system or an-
other method of protection is provided
to protect employees from the possible
collapse of such structures.
(j) Protection of employees from
loose rock or soil. (1) Adequate protec-
tion shall be provided to protect em-
ployees from loose rock or soil that
could pose a hazard by falling or roll-
ing from an excavation face. Such pro-
tection shall consist of scaling to
remove loose material; installation of
protective barricades at intervals as
necessary on the face to stop and con-
tain falling material; or -other means
that provide equivalent protection.
(2) Employees shall be protected
from excavated or other materials or
equipment that could pose a hazard by
falling or rolling into excavations. Pro-
tection shall be provided by placing
and keeping such materials or equip-
ment at least 2 feet (.61 m) from the
edge of excavations, or by the use of
retaining devices that are sufficient to
prevent materials or equipment from
falling or rolling into excavations, or
by a combination of both if necessary.
(k) Inspections. (1) Daily inspections
of excavations, the adjacent areas, and
protective systems shall be made by a
competent person for evidence of a sit-
uation that could result in possible
cave-ins, indications of failure of pro-
tective systems, hazardous atmos-
pheres, or other hazardous conditions.
An inspection shall be conducted by
the competent person prior to the
start of work and as needed through-
out the shift. Inspections shall also be
made after every rainstorm or other
hazard increasing occurrence. These
inspections are only required when
employee exposure can be reasonably
anticipated.
(2) Where the competent person
finds evidence of a situation that could
result in a possible cave-in, indications
of failure of protective systems, haz-
ardous atmospheres, or other hazard-
ous conditions, exposed employees
shall be removed from the hazardous
area until the necessary precautions
have been taken to ensure their
safety.
(I) Fall protection. (1) Where em-
ployees or equipment are required or
permitted to cross over excavations,
walkways or bridges with standard
guardrails shall be provided.
I
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Occupational Safety and Health
(2) Adequate barrier physical protect
tion shall be provided at all remotely
located excavations. All wells, pits;
shafts, etc., shall be barricaded or con-
ered. Upon completion of exploration
and similar operations, temporary
wells, pits, shafts, etc., shall be back
filled.
§ 1926.652 Requirements for
systems.
(a) Protection of employees in exca=
nations. (1) Each employee in an exca
vation shall be protected from cave-ins
by an adequate protective system del
signed in accordance with paragraph
(b) or (c) of this section except when;
(i) Excavations are made entirely in'
stable rock: or
(ii) Excavations are less than 5 feet
(1.52m) in depth and examination of
the ground by a competent person
provides no indication of a potential
cave-in.
(2) Protective systems shall have the
capacity to resist without- failure all
loads that are intended or could rea-
j
sonably be expected to be applied or
transmitted to the system.
(b) Design of sloping and benching
systems. The slopes and configurations
of sloping and benching systems shall.
be selected and constructed by the em-
ployer or his designee and shall be in,
accordance with the requirements of
paragraph (b)(1); or, in the alterna-
tive, paragraph (b)(2); or, in the alter-
native, paragraph (b)(3), or, in the al-
ternative, paragraph (b)(4), as follows:
(1) Option (1) —Allowable configura-
tions and slopes. (i) Excavations shall
be sloped at an angle not steeper than
one and one-half horizontal to one
vertical (34 degrees measured from the
horizontal), unless the employer uses
one of the other options listed below.
(ii) Slopes specified in paragraph;
(b)(1)(i) of this section, shall be exca-
vated to form configurations that •are'
in accordance with the slopes shownl,
for Type C soil in Appendix B to this
subpart.
(2) Option (2) —Determination of
slopes and configurations using Ap-
pendices A and B.. Maximum allowable
slopes, and allowable configurations
for sloping and. benching systems,
shall, be determined in accordance
with the conditions and requirements
Labor § 1926.652 1
set forth in appendices A and B to this
subpart.
(3) Option (3) —Designs using other
kabulated data. (i) Designs of sloping
)r benching systems shall be selected
`rom and be in accordance with tabu-
.ated data, such as tables and charts.
(ii) The tabulated data shall be in
written form and shall include all of
;he following:
(A) Identification of the parameters
that affect the selection of a sloping
or benching system drawn from such
data;
(B) Identification of the limits of use
of the data, to include the magnitude
and configuration of slopes deter-
mined to be safe;
(C) Explanatory information as may
be necessary to aid the user in making
a correct - selection of a protective
system from the data.
(iii) At least one copy of the tabulat-
ed data which identifies the registered
professional engineer who approved
the data, shall be maintained at the
obsite during construction of the pro-
tective system. After that time the
data may be stored off the jobsite, but
a copy of the data shall be made avail-
able to the Secretary upon request.
(4) Option (4) —Design by a regis-
tered professional engineer. (i) Sloping
and benching systems not utilizing
Option (1) or Option (2) or Option (3)
under paragraph (b) of this section
shall be approved by a registered pro-
fessional engineer.
(ii) Designs shall be in written form
and shall include at least the follow-
ing:
(A) The magnitude of the slopes
that were determined to be safe for
the particular project;
(B) The configurations that were de -
ermined tto be safe for the particular
project; and
(C) The identity of the registered
professional engineer approving the
design.
(iii) At least one copy of the design
shall be maintained at the jobsite
while the slope is being constructed.
After that time the design need not be
at the jobsite, but a copy shall be
made available to the Secretary upon
request.
• (c) Design of support systems, shield
systems, and other protective systems.
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Designs of support systems shield sys-
tems, and other protective systems
shall be selected and constructed by
the employer or his designee and shall
be in accordance with the require-
ments of paragraph (c)(1); or, in the
alternative, paragraph (c)(2); or, in the
alternative, paragraph (c)(3); or, in the
alternative, paragraph (c)(4) as fol-
lows:
(1) Option (1) Designs using appen-
dices A, C and D. Designs for timber
shoring in trenches shall be deter-
mined in accordance with the condi-
tions and requirements set forth in ap-
pendices A and C to this subpart. De-
signs for aluminum hydraulic shoring
shall be in accordance with paragraph
(c)(2) of this section, but if manufac-
turer's tabulated data cannot be uti-
lized, designs shall be in accordance
with appendix D.
(2) Option (2) —Designs Using Manu-
facturer's Tabulated Data. (i) Design
of support systems, shield systems, or
other protective systems that are
drawn from manufacturer's tabulated
data shall be in accordance with all
specifications, recommendations, and
limitations issued or made by the man-
ufacturer.
(ii) Deviation from the specifica-
tions, recommendations, and limita-
tions issued or made by the manufac-
turer shall only be allowed after the
manufacturer issues specific written
approval.
(iii) Manufacturer's specifications,
recommendations, and limitations, and
manufacturer's approval to deviate
from the specifications, recommenda-
tions, and limitations shall be in writ-
ten form at the jobsite during con-
struction of the protective system.
After that time this data may be
stored off the jobsite, but a copy shall
be made available to the Secretary
upon request.
(3) Option (3) —Designs using other
tabulated data. (i) Designs of support
systems, shield systems, or other pro-
tective systems shall be selected from
and be in accordance with tabulated
data, such as tables and charts.
(ii) The tabulated data shall be in
written form and include all of the fol-
lowing:
(A) Identification of the parameters
that affect the selection of a protec-
tive system drawn from such data;
(B) Identification -of the limits -of use
of the data;
(C) Explanatory information as -may
be necessary to aid the user in making
a correct selection of a protective
system from the data.
(iii) At least one copy of -the tabulat-
ed data, which identifies .the regis-
tered professional engineer who ap-
proved the data, shall be maintained
at the jobsite during construction of -
the protective system After that time
the data may be stored off the jobsite,
but a copy of the data shall be made
available to the Secretary upon re-
quest. -
(4) Option (4) —Design by a regis-
tered professional engineer. (i) Sup-
port systems, shield systems, and
other protective systems not utilizing
Option 1, Option 2 or Option 3, above,
shall be approved by a registered pro-
fessional engineer.
(ii) Designs shall be in written form
and shall include the following:
(A) A plan indicating the sizes,
types, and configurations of the mate-
rials to be used in the protective
system; and
(B) The identity of the registered
professional engineer approving the
design.
(iii) At least one copy of the design
shall be maintained at the jobsite
during construction of the protective
system. After that time, the design
may be stored off the jobsite, but a
copy of the design shall be made avail-
able to the Secretary upon request.
(d) Materials and equipment. (1) Ma-
terials and equipment used for protec-
tive systems shall be free from damage
or defects that might impair their
proper function.
(2) Manufactured materials and
equipment used for protective systems
shall be used and maintained in a
manner that is consistent with the rec-
ommendations of the manufacturer,
and in a manner that will prevent em-
ployee exposure to hazards.
(3) When material or equipment
that is used for protective systems is
damaged, a competent person shall ex-
amine the material or equipment and
evaluate its suitability for continued
224
Occupational Safety and Health Admin.,
Labor Subpt. P, App. A I
use. If the competent person cannot
assure the material or equipment is
able to support the intended loads or
is otherwise suitable for safe use, then
such material or equipment shall be
removed from service, and shall be
evaluated and approved by a regis!
tered professional engineer before
being returned to service.
(e) Installation and removal of sup,
port —(1) General. (i) Members of sup-
port systems shall be securely connect-'
ed together to prevent sliding, falling,
kickouts, or other predictable failure.
(ii) Support systems shall be in
stalled and removed in a manner that
protects employees from cave-ins,!
structural collapses, or from being;
struck by members of the support
system.
(iii) Individual members of support
systems shall not be subjected to loads
exceeding those which those members
were designed to withstand.
(iv) Before temporary removal of in-'
dividual members begins, additional
precautions shall be taken to ensure
the safety of employees, such as in-
stalling other structural members to
carry the loads imposed on the sup
port system.
(v) Removal shall begin at, and
progress from, the bottom of the exca-
vation. Members shall be released
slowly so as to note any indication of
possible failure of the remaining mem-,
bers of the structure or possible cave-
in of the sides of the excavation.
(vi) Backfilling shall progress to-
gether with the removal of support
systems from excavations.
(2) Additional requirements for sup-
port systems for trench excavations. (i)
Excavation of material to a level no
greater than 2 feet (.61 m) below the
bottom of the members of a support
system shall be permitted, but only if
the system is designed to resist the
forces calculated for the full depth of
the trench, and there are no indica-
tions while the trench is open of a pos-
sible loss of soil from behind or below
the bottom of the support system.
(ii) Installation of a support system
shall be closely coordinated with the
excavation of trenches.
(f) Sloping and benching systems.
E 1 hall
excavations at levels above other em-
ployees except when employees at the
lower levels are adequately protected
from the hazard of falling, rolling, or
sliding material or equipment.
(g) Shield systems —(1) General. (i)
Shield systems shall not be subjected
to loads exceeding those which the
system was designed to withstand.
(ii) Shields shall be installed in a
manner to restrict lateral or other
hazardous movement of the shield in
the event of the application of sudden
lateral loads.
(iii) Employees shall be protected
from the hazard of cave-ins when en-
tering or exiting the areas protected
by shields.
(iv) Employees shall not be allowed
in shields when shields are being in-
stalled, removed, or moved vertically.
(2) Additional requirement for shield
systems used in trench excavations.
Excavations of earth material to a
level not greater than 2 feet (.61 m)
below the bottom of a shield shall be
permitted, but only if the shield is de-
signed to resist the forces calculated
for the full depth of the trench, and
there are no indications while the
trench is open of a possible loss of soil
from behind or below the bottom of
the shield.
APPENDIX A TO SUBPART P -SOIL
CLASSIFICATION
(a) Scope and application —(l) Scope. This
appendix describes a method of classifying
soil and rock deposits based on site and envi-
ronmental conditions, and on the structure
and composition of the earth deposits. The
appendix contains definitions, sets forth re-
quirements, and. describes acceptable visual
and manual tests for use in classifying soils.
(2) Application. This appendix applies
when a sloping or benching system is de-
signed in accordance with the requirements
set forth in § 1926.652(b)(2) as a method of
protection for employees from cave-ins.
This appendix also applies when timber
shoring for excavations is designed as a
method of protection from cave-ins in ac-
cordance with appendix C to subpart P of
part 1926, and when aluminum hydraulic
shoring is designed in accordance with ap-
pendix D. This Appendix also applies If
other protective systems are designed and
selected for use from data prepared in ac-
me oyees s not be permitted t0 : cordance with the requirements set forth in
work on the faces of sloped or benched y 1926.652(c), and the use of the data is
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predicated on the use of the soil classifica-
tion system set forth in this appendix.
(b) Definitions. The definitions and exam-
ples given below are based on, in whole or in
part, the following: American Society for
Testing Materials (ASTM) Standards D653-
85 and D2488: The Unified Soils Classifica-
tion System, The U.S. Department of Agri-
culture (USDA) Textural Classification
Scheme; and The National Bureau of Stand-
ards Report BSS -121.
Cemented soil means a soil in which the
particles are held together by a chemical
agent, such as calcium carbonate, such that
a hand -size sample cannot be crushed into
powder or individual soil particles by finger
pressure.
Cohesive soil means clay (fine grained
soil), or soil with a high clay content, which
has cohesive strength. Cohesive soil does
not crumble, can be excavated with vertical
sideslopes, and is plastic when moist. Cohe-
sive soil is hard to break up when dry, and
exhibits significant cohesion when sub-
merged. Cohesive soils include clayey silt,
sandy clay, silty clay, clay and organic clay.
Dry soil means soil that does not exhibit
visible signs of moisture content.
Fissured means a soil material that has a
tendency to break along definite planes of
fracture with 'Little resistance, or a material
that exhibits open cracks, such as tension
cracks, in an exposed surface.
Granular soil means gravel, sand, or silt.
(coarse grained soil) with little or no clay
content. Granular soil has no cohesive
strength. Some moist granular soils exhibit
apparent cohesion. Granular soil cannot be
molded when moist and crumbles easily
when dry.
Layered system means two or more dis-
tinctly different soil or rock types arranged
in layers. Micaceous seams or weakened
planes in rock or shale are considered lay-
ered.
Moist soil means a condition in which a
soil looks and feels damp. Moist cohesive
soil can easily be shaped into a ball and
rolled into small diameter threads before
crumbling. Moist granular soil that contains
some cohesive material will exhibit signs of
cohesion between particles.
Plastic means a property of a soil which
allows the soil to be deformed or molded
without cracking, or appreciable volume
change.
Saturated soil means a soil in which the
voids are filled with water. Saturation does
not require flow. Saturation, or near satura-
tion, is necessary for the proper use of in-
struments such as a pocket penetrometer or
sheer vane.
Soil classification system means, for the
purpose of this subpart, a method of catego-
rizing soil and rock deposits in a hierarchy
of Stable Rock, Type A, Type B. and Type
C, in decreasing order of stability. The cate-
gories are determined based on an analysis
of the properties and performance charac-
teristics of the deposits and the environ-
mental conditions of exposure.
Stable rock means natural solid mineral
matter that can be excavated with vertical
sides and remain intact while exposed.
Submerged soil means soil which is under-
water or is free seeping.
Type A means cohesive soils with an un-
confined compressive strength of 1.5 ton per
square foot (tsf) (144 kPa) or greater. Exam-
ples of cohesive soils are: clay, silty clay,
sandy clay, clay loam and, in some cases.
silty clay loam and sandy clay loam. Ce-
mented soils such as caliche and hardpan
are also considered Type A. However, no soil
is Type A if:
(i) The soil is fissured; or
(ii) The soil is subject to vibration from
heavy traffic, pile driving, or similar effects;
or
(iii) The soil has been previously dis-
turbed: or
(iv) The soil is part of a sloped, layered
system where the layers dip into the excava-
tion on a slope of four horizontal to one ver-
tical (4H:1V) or greater; or
(v) The material is subject to other factors
that would require It to be classified as a
less stable material.
Type B means:
(1) Cohesive soil with an unconfined com-
pressive strength greater than 0.5 tsf (48
kPa) but less than 1.5 tsf (144 kPa); or
(ii) Granular cohesionless soils including:
angular gravel (similar to crushed rock), silt,
silt loam, sandy loam and, in some cases,
silty clay loam and sandy clay loam.
(ill) Previously disturbed soils except
those which would otherwise be classed as
Type C soil
(iv) Soil that meets the unconfined com-
pressive strength or cementation require-
ments for Type A. but is fissured or subject
to vibration; or
(v) Dry rock that is not stable: or
(vi) Material that is part of a sloped, lay-
ered system where the layers dip into the
excavation on a slope less steep than four
horizontal to one vertical (4H:1V), but only
if the material would otherwise be classified
as Type B.
Type C means:
(i) Cohesive soil with an unconfined com-
pressive strength of 0.5 tsf (48 kPa) or less;
or
(ii) Granular soils including gravel, sand,
and loamy sand; or
(iii) Submerged soil or soil from which
water is freely seeping; or
(iv) Submerged rock that is not stable, or
(v) Material in a sloped, layered system
where the layers dip into the excavation or
a slope of four horizontal to one vertical
(4H:1V) or steeper.
1
Occupational Safety and Health
Labor Subpt. P, App. A
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Unconfined compressive strength means
the load per unit area at which a soil will
fail in compression. It can be determined by
laboratory testing, or estimated in the field
using a pocket penetrometer, by thumb penk
etration tests, and other methods.
Wet soil means soil that contains signifi1
cantly more moisture than moist soil, but in
such a range of values that cohesive materil
al will slump or begin to flow when vibrated.
Granular material that would exhibit cohel
sive properties when moist will lose those
cohesive properties when wet.
(c) Requirements —(1) Classification of
soil and rock deposits. Each soil and rock
deposit shall be classified by a competent
person as Stable Rock, Type A, Type B, or,
Type C in accordance with the definitions
set forth in paragraph (b) of this appendix:
(2) Basis of classification. The classifies!
tion of the deposits shall be made based on
the results of at least one visual and at least
one manual analysis. Such analyses shall be,
conducted by a competent person using
tests described in paragraph (d) below, or in'
other recognized methods of soil classifica-
tion and testing such as those adopted by.
the America Society for Testing Materials,
or the U.S. Department of Agriculture tex-
tural classification system.
(3) Visual and manual analyses. The
visual and manual analyses, such as those
noted as being acceptable in paragraph (d)I
of this appendix, shall be designed and con-
ducted to provide sufficient quantitative
and qualitative information as may be nec-
essary to identify properly the properties,
factors, and conditions affecting the classifi-
cation of the deposits.
(4) Layered systems. In a layered system,
the system shall be classified in accordance
with its weakest layer. However, each layer,
may be classified individually where a more
stable layer lies under a less stable layer.
(5) Reclassification. If, after classifying a
deposit, the properties, factors, or- condi-
tions affecting its classification change in
any way, the changes shall be evaluated by
a competent person. The deposit shall be re-
classified as necessary to reflect thel
changed circumstances.
(d) Acceptable visual and manual tests. —
(1) Visual tests. Visual analysis is conducted
to determine qualitative information regard-
ing the excavation site in general, the soil
adjacent to the excavation, the soil forming
the sides of the open excavation, and the
soil taken as samples from excavated mate-
rial.
(i) Observe samples of soil that are exca-
vated and soil in the sides of the excavation.
Estimate the range of particle sizes and the
relative amounts of the particle sizes. Soil
that is primarily composed of fine-grained
material is cohesive material Soil composed
primarily of coarse -grained sand or gravel is
granular material.
(ii) Observe soil as it is excavated. Soil
that remains in clumps when excavated Is
cohesive. Soil that breaks up easily and does
not stay in clumps is granular.
(iii) Observe the side of the opened exca-
vation and the surface area adjacent to the
excavation. Crack -like openings such as ten-
sion cracks could indicate fissured material.
If chunks of soil spall off a vertical side, the
soil could be fissured. Small spalls are evi-
dence of moving ground and are indications
of potentially hazardous situations.
(iv) Observe the area adjacent to the exca-
vation and the excavation itself for evidence
of existing utility and other underground
structures, and to identify previously dis-
turbed soil.
(v) Observe the opened side of the excava-
tion to identify layered systems. Examine
layered systems to identify if the layers
slope toward the excavation. Estimate the
degree of slope of the layers.
(vi) Observe the area adjacent to the exca-
vation and the sides of the opened excava-
tion for evidence of surface water, water
seeping from the sides of the excavation, or
the location of the level.of the water table.
(vii) Observe the area adjacent to the ex-
cavation and the area within the excavation
for sources of vibration that may affect the
stability of the excavation face.
(2) Manual tests. Manual analysis of soil
samples is conducted to determine quantita-
tive as well as qualitative properties of soil
and to provide more information in order to
classify soil properly.
(i) Plasticity. Mold a moist or wet sample
of soil into a ball and attempt to roll it into
threads as thin as Ys -inch in diameter. Cohe-
sive material can be successfully rolled into
threads without crumbling. For example, if
at least a two inch (50 mm) length of Ye -inch
thread can be held on one end without tear-
ing, the soil is cohesive.
(ii) Dry strength. If the soil is dry and
crumbles on its own or with moderate pres-
sure into individual grains or fine powder, it
is granular (any combination of gravel,
sand, or silt). If the soil is dry and falls into
clumps which break up into smaller clumps,
but the'smaller clumps can only be broken
up with difficulty, it may be clay in any
combination with gravel, sand or silt. If the
dry soil breaks into clumps which do not
break up into small clumps and which can
only be broken with difficulty, and there is
no visual indication the soil is fissured, the
soil may be considered unfissured.
(Iii) Thumb penetration. The thumb pene-
tration test can be used to estimate the un-
confined compressive strength of cohesive
soils. (This test is based on the thumb pene-
tration test described in American Society
for Testing and Materials (ASTM) Standard
designation D2488 —"Standard Recommend-
ed Practice for Description of Soils (Visual —
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Manual Procedure).") Type A soils with an
unconfined compressive strength of 1.5 tsf
can be readily indented by the thumb; how-
ever, they can be penetrated by the thumb
only with very great effort. Type C soils
with an unconfined compressive strength of
0.5 tsf can be easily penetrated several
inches by the thumb, and can be molded by
light finger pressure. This test should be
conducted on an undisturbed soil sample,
such as a large clump of spoil, as soon as
practicable after excavation to keep to a mi-
minum the effects of exposure to drying in-
fluences. If the excavation is later exposed
to wetting influences (rain, flooding), the
classification of the soil must be changed ac-
cordingly.
(iv) Other strength tests. Estimates of un-
confined compressive strength of soils can
also be obtained by use of a pocket pene-
trometer or by using a hand -operated shear -
vane.
(v) Drying test. The basic purpose of the
drying test is to differentiate between cohe-
sive material with fissures, unfissured cohe-
sive material, and granular material. The
procedure for the drying test involves
drying a sample of soil that is approximate-
ly one inch thick (2.54 cm) and six inches
(15.24 cm) in diameter until it is thoroughly
dry:
(A) If the sample develops cracks as it
dries, significant fissures are indicated.
(B) Samples that dry without cracking are
to be broken by hand. If considerable force
is necessary to break a sample, the soil has
significant cohesive material content. The
soil can be classified as a unfissured cohe-
sive material and the unconfined compres-
sive strength should be determined.
(C) If a sample breaks easily by hand, it is
either a fissured cohesive material or a
granular material. To distinguish between
the two, pulverize the dried clumps of the
sample by hand or by stepping on them. If
the clumps do not pulverize easily, the ma-
terial is cohesive with fissures. If they pul-
verize easily into very small fragments, the
material is granular.
APPENDIx B TO SUBPART P -SLOPING
AND BENCHING
(a) Scope and application. This appendix
contains specifications for sloping and
benching when used as methods of protect-
ing employees working in excavations from
cave-ins. The requirements of this appendix
apply when the design of sloping and bench-
ing protective systems is to be performed in
accordance with the requirements set forth
in § 1926.652(b)(2).
(b) Definitions.
Actual slope means the slope to which an
excavation face is excavated.
Distress means that the soil is in a condi.
tion where a cave-in is imminent or is likely
to occur. Distress is evidenced by such phe-
nomena as the development of fissures in
the face of or adjacent to an open excava-
tion: the subsidence of the edge of an exca-
vation; the slumping of material from the
face or the bulging or heaving of material
from the bottom of an excavation; the spall-
ing of material from the face of an excava-
tion: and ravelling, i.e., small amounts of
material such as pebbles or little clumps of
material suddenly separating from the face
of an excavation and trickling or rolling
down into the excavation.
Maximum allowable slope means the
steepest incline of an excavation face that is
acceptable for the most favorable site c6ndi-
tions as protection against cave-ins, and is
expressed as the ratio of horizontal distance
to vertical rise (H:V).
Short term exposure means a period of
time less than or equal to 24 hours that an
excavation is open.
(c) Requirements —(1) Soil classification.
Soil and rock deposits shall be classified in
accordance with appendix A to subpart P of
part 1926.
(2) Maximum allowable slope. The maxi-
mum allowable slope for a soil or rock de-
posit shall be determined from Table B-i of
this appendix.
(3) Actual slope. (i) The actual slope shall
not be steeper than the maximum allowable
slope.
(ii) The actual slope shall be less steep
than the maximum allowable slope, when
there are signs of distress. If that situation
occurs, the slope shall be cut back to an
actual slope which is at least 'A horizontal
to one vertical (i4H:1V) less steep than the
maximum allowable slope.
(iii) When surcharge loads from stored
material or equipment, operating equip-
ment, or traffic are present, a competent
person shall determine the degree to which
the actual slope must be reduced below the
maximum allowable slope, and shall assure
that such reduction is achieved. Surcharge
loads from adjacent structures shall be eval-
uated in accordance with § 1926.651(1).
(4) Configurations. Configurations of slop-
ing and benching systems shall be in accord-
ance with Figure H-i.
[I
228
Occupational Safety and Health Admin., Labor
TABLIE B-1
MAXIMUM ALILOWABLE SLOPES
Subpt. P. App. B
SOIL
OR ROCK TYPE
MA''IMUM ALLOWABLE SLOPES(H:V)tl]
FOR EXCAVATIONS LESS THAN 20 FEET
STABLE ROCK
VERTICAL (got)
TYPE
A [2]
3/4:1 (539
TYPE
B
1:1 (459
TYPE
C
111:1 (340)
NOTES:
1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed in
degrees from the horizontal. Angles have been rounded off.
2. A short-term maximum allowable slope of 1/2H:lV (63') is allowed in
excavations in Type A soil that are 121feet (3.67 m) or less in depth.
Short-term maximum allowable slopes for excavations greater than 12
feet (3.67 m) in depth shall be 3/4H:1V (530).
3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered
professional engineer.
B-1
Slope Configurations
(All slopes stated below are in the horizontal to vertical ratio)
B-1.1 £xcavationsmade in Type A soil
1. All simple slope excavation 20 feet or less in depth shall have a maximum allowable
slope of %:1.
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Subpt. P, App. B
29 CFR Ch. XVI1 (7-1-92 Edition)
SIMPLE SLOPE -GENERAL
Exception: Simple slope excavations which are open 24 hours or less (short term) and
which are 12 feet or less in depth shall have a maximum allowable slope of ½:1.
12' Max.
SIMPLE SLOPE -SHORT TERM
2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope
of 3/4 to 1 and maximum bench dimensions as follows:
230
Occupational Safety and Health Admin., Labor
SIMP
LE BENCH
I -
Subpt. Pi App: B
MULTIPLE BENCH:
3. All excavations 8 feet or less in .depth which have unsupported vertically sided lower
portions shall have a maximum vertical side of 3½ feet.
1 _
8' Max. I 1"3/4
UNSUPPORTED VERTICALLY SIDED Low
All excavations more than 8 feet but not
vertically sided lower portions shall have a i
vertical side of 3½ feet.
12' Max.
3½' Max
it PORTION-MA%IMIIM 8 FEET IN DEPTH
more' than 12 feet in depth which unsupported
iaximum allowable slope of 1:1 and a maximum
.a1.
3½' Max.
131
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Subpt. P, App. B 29 CFR Ch. XVII (7-1-92 Edition)
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UNSUPPORTED VERTICALLY SIDED LOWER PORTION -MAXIMUM 12 FEET IN DEPTH
All excavations 20 feet or less in depth which have vertically sided lower portions that are
supported or shielded shall have a maximum allowable slope of %:1. The support or shield
system must extend at least 18 inches above the top of the vertical side.
' 20' Max.
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18 Min.
Total height of vertical side
SUPORTED OR SHIELDED VERTICALLY SIDED LOWER PORTION
4. All other simple slope, compound slope, and vertically sided lower portion excavations
shall be in accordance with the other options permitted under § 1926.652(b).
B-1.2 Excavations Made in Type B Soil
1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable
slope of 1:1.
• SIMPLE SLOPE
2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope
of 1:1 and maximum bench dimensions as follows:
' 232
Occupational Safety and Health Admin., Labor Subpt. P, App: B
This bench allowed in cohesive soil only. 1
1
20' Max
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4'
Max. i
SINGLE BENCH ,
—�' This bench allowed in cohesive soil only '
20' Max. i�
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6' 1
`lax. 1 1
4' Max.
•1
MULTIPLE BENCH
3. All excavations 20 feet or less in depth which have vertically sided lower portions shall
be shielded or supported to a height at least•18 inches above the top of the vertical side. All
such excavations shall have a maximum allowable slope of 1:1.
Support. or shie
n
20' Max.
system
/ ll
41 l J
8" Min.
Total height of vertical side
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Subpt. P, App. B 29 CFR Ch. XV11 (7-1-92 Edition)
VERTICALLY SIDED LOWER PORTION
4. All other sloped excavations shall be in accordance with the other options permitted in
4 1926.652(b).
B-1.3 Excavations Made in Type C Soil
1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable
slope of 1'h:1.
20' Max.
.
1§
SIMPLE SLOPE
2. All excavations 20 feet or less in depth which have vertically sided lower portions shall
be shielded or supported to a height at least 18 inches above the top of the vertical side. All
such excavations shall have a maximum allowable slope of 1½:1.
Suppert or shield system.
20' Max. V
' � 1
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18" `tin.
If •fTotal height of vertical side
234
C OVER A
Occupational Safety and Health Admin., Labor Subpt. P. App. B
VERTICAL SIDED LOWER PORTION
3. All other sloped excavations shall be in accordance with the other options permitted in
¢ 1926.652(b).
B-1.4 Excavations Made in Layered Soils
1. All excavations 20 feet or less in depth made in layered soils shall have a maximum
allowable slope for each layer as set forth below.
T l
Subpt. P, App. C
29 CFR Ch. XVII (7-1-92 Edition)
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A OVER C
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B OVER C
2. All other sloped excavations shall be in accordance with the other options permitted in
§ 1926.652(b).
APPENDIX C TO SUBPART P -TIMBER
SHORING FOR TRENCHES
(a) Scope. This appendix contains infor-
mation that can be used timber shoring is
provided as a method of protection from
cave-ins in trenches that do not exceed 20
feet (6.1 m) in depth. This appendix must be
used when design of timber shoring protec-
tive systems is to be performed in accord-
ance with § 1926.652(c)(1). Other timber
shoring configurations; other systems of
support such as hydraulic and pneumatic
systems: and other protective systems such
as sloping, benching, shielding, and freezing
systems must be designed in accordance
with the requirements set forth in
§ 1926.652(b) and § 1926.652(c).
(b) Soil Classification. In order to use the
data presented in this appendix, the soil
type or types in which the excavation is
made must first be determined using the
soil classification method set forth in appen-
dix A of subpart P of this part.
(c) Presentation of Information. Informa-
tion is presented in several forms as follows:
(1) Information is presented in tabular
form in Tables C-1.1, C-1.2, and C-1.3, and
Tables C-2.1, C-2.2 and C-2.3 following
L
236
Occupational,.Safety%'and Health Admin.,
Labor Subpt:4P; App. C t
paragraph (g) of the appendix. Each table
presents -the minimum sizes of timber them-
-bets to use In a shoring system,and each
table:contains-data only for the particular
soil.:type in which the. excavation �or -portion.
of the excavation is made. The data are ar-
ranged to allow ,the user :the. flexibility 4o
select from `among several :.acceptable con-
• fighrations of •members'based on"varyfhg
the horizontal spacing of the crossbraces.
Stable. rock is'exempt from shoring require-
ments and therefore, no data 'areresented
for this condition.
(2) Information concerning the basis of
the tabular data and the limitations of the
data is presented in paragraph (d) of -this
appendix, and on the tables themselves.
(3),Information explaining the use of the
tabular data is presented in paragraph (e)of
this appendix. 1
(4) Information illustrating the use of the
tabular data is presented in paragraph (f) of
this appendix. I
(5) Miscellaneous notations - regarding
Tables C-1.1 through C-1.3 and Tables C-
2.1 through C-2.3 are presented in para-
graph (g) of this Appendix.
(d) Basis and limitations of the data. —(l)
Dimensions of timber members. (iYThe sizes
of the timber members listed in Tables c-
1.1 through C-1.3 are taken from the Na-
tional Bureau of Standards (NBS) report,
"Recommended Technical Provisions for
Construction Practice in Shoring and Slop-
ing of Trenches and Excavations." In addi-
tion, where NBS did not recommend specific
sizes of members, member sizes are based on'
an analysis of the sizes required for use by
existing codes and on empirical practice.
(ii) The required dimensions of the mem-
bers listed in Tables C-1.1 through C-1.3
refer to actual dimensions and not nominal
dimensions of the timber. Employers want-
ing to use nominal size shoring are directed
to Tables C-2.1 through C-2.3, or have this
choice under § 1926.652(c)(3),- and are re-
ferred to The Corps of Engineers, The
Bureau of Reclamation or data from other
acceptable sources.
(2) Limitation of application. (I) It is not
intended that the timber shoring specifica-
tion apply to every situation that may be
experienced in the field. These data were
`developed to apply to the situations that are
most commonly experienced in current
trenching practice. Shoring systems for use
in situations that are not covered by the
data in this appendix must be designed as
specified in § 1926.652(c).
(ii) When any of the following conditions
are present, the members specified in the
tables are not considered adequate. Either
an alternate timber shoring system must be
designed or another type of protective
system designed in accordance with
§ 1926.652.
'(A) When loads imposed by -structures or
by stored niaterial.adjacent to the trench
weigh in excess of the load Imposed by a
two -foot . soil surcharge. The .term "adja-
cent" as used here -means the area -within a
horizontal distance trom'the .edge 'of the
trench equal to the depth of,the trench.
(B), When vertical loads imposed_on cross
braces exceed a 240 -pound gravity - load,dis-
tributed on a one-foot,section.of the center
of the crossbrace.
(C) When surcharge loads are present
from equipment weighing in excess of 20,000 -
pounds.
• (D) When only the lower portion of .a
trench is shored and the remaining portion
of the trench is sloped or benched .unless:
The sloped portion is sloped at an angle less
steep than three horizontal to one vertical;
or the members are selected from the tables
for use at a depth which is determined from
the top of the overall trench, and not from
the toe of the sloped portion.
(e) Use of Tables. The members of the
shoring system that are to be selected using
this information are the cross braces, the
uprights, and the wales, where wales are re-
quired. Minimum sizes of members are spec-
ified for use in different types of soil. There
are six tables of information, two for each
soil type. The soil type must first be deter-
mined in accordance with the soil classifica-
tion system described in appendix A to sub-
part P of part 1926. Using the appropriate
table, the selection of the size and spacing
of the members is then made. The selection
is based on the depth and width of the
trench where the members are to be In-
stalled and, in most instances, the selection
is also based on the horizontal spacing of
the crossbraces. Instances where a choice of
horizontal spacing of crossbracing is avail-
able, the horizontal spacing of the cross -
braces must be chosen by the user before
the size of any member can be determined.
When the soil type, the width and depth of
the trench, and the horizontal spacing of
the crossbraces are known, the size and ver-
tical spacing of the crossbraces, the size and
vertical spacing of the wales, and the size
and horizontal spacing of the uprights can
be read from the appropriate table.
(f) Examples to Illustrate the Use of Tables
C-1.1 through C-1.3.
(1) Example 1.
A trench dug in Type A soil is 13 feet deep
and five feet wide.
From Table C-1.1, for acceptable arrange-
ments of timber can be used.
Arrangement #1
Space 4x4 crossbraces at six feet horizon-
tally and four feet vertically.
Wales are not required.
237
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' Subpt. P, App. C 29 CFR Ch. XVI1 (7-1-92 Edition)
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Space 3 x 8 uprights at six feet horizontal-
ly. This arrangement is commonly called
"skip shoring."
Arrangement #2
Space 4x6 crossbraces at eight feet hori-
zontally and four feet vertically.
Space 8x8 wales at four feet vertically.
Space 2x6 uprights at four feet horizon-
tally.
Arrangement #3
Space 6 x 6 crossbraces at 10 feet horizon-
tally and four feet vertically.
Space 8 x 10 wales at four feet vertically.
Space 2 x 6 uprights at five feet horizontal-
ly.
Arrangement #4
Space 6x6 crossbraces at 12 feet horizon-
tally and four feet vertically.
Space 10x10 wales at four feet vertically.
Spaces 3x8 uprights at six feet horizon-
tally.
(2) Example 2.
A trench dug in Type B soil in 13 feet
deep and five feet wide. From Table C-1.2
three acceptable arrangements of members
are listed. -
Arrangement #1
Space 6x6 crossbraces at six feet horizon.
tally and five feet vertically.
Space 8x8 wales at five feet vertically.
Space 2 x 6 uprights at two feet horizontal-
ly.
Arrangement #2
Space 6 x 8 crossbraces at eight feet hori-
zontally and five feet vertically.
Space lox 10 wales at five feet vertically.
Space 2x6 uprights at two feet horizontal-
ly.
Arrangement #3
Space 8x8 crossbraces at 10 feet horizon-
tally and five feet vertically.
Space 10x12 wales at five feet vertically.
Space 2x6 uprights at two feet vertically.
(3) Example 3.
A trench dug in Type C soil is 13 feet deep
and five feet wide.
From Table C-1.3 two acceptable arrange-
ments of members can be used.
Arrangement #1
Space 8x8 crossbraces at six feet horizon-
tally and five feet vertically.
Space 10x12 wales at five feet vertically.
Position 2x6 uprights as closely together
as possible.
If water must be retained use special
tongue and groove uprights to form tight
sheeting.
Arrangement #2
Space 8x10 crossbraces at eight feet hori-
zontally and five feet vertically.
Space 12x 12 wales at five feet vertically.
Position 2x6 uprights in a close sheeting
configuration unless water pressure must be
resisted. Tight sheeting must be used where
water must be retained.
(4) Example 4.
A trench dug in Type C soil is 20 feet deep
and 11 feet wide. The size and spacing of
members for the section of trench that is
over 15 feet in depth is determined using
Table C-1.3. Only one arrangement of mem-
bers is provided.
Space 8x10 crossbraces at six feet hori-
zontally and five feet vertically.
Space 12 x 12 wales at five feet vertically.
Use 3x6 tight sheeting.
Use of Tables C-2.1 through C-2.3 would
follow the same procedures.
(g) Notes for all Tables. -
1. Member sizes at spacings other than in-
dicated are to be determined as specified in
§ 1926.652(c), "Design of Protective Sys-
tems."
2. When conditions are saturated or sub-
merged use Tight Sheeting. Tight Sheeting
refers to the use of specially -edged timber
planks (e.g., tongue and groove) at least
three inches thick, steel sheet piling, or
similar construction that when driven or
placed in position provide a tight wall to
resist the lateral pressure of water and to
prevent the loss of backfill material. Close
Sheeting refers to the placement of planks
side -by -side allowing as little space as possi-
ble between them.
3. All spacing indicated is measured center
to center.
4. Wales to be installed with greater di-
mension horizontal.
5. If the vertical distance from the center
of the lowest crossbrace to the bottom of
the trench exceeds two and one-half feet,
uprights shall be firmly embedded or a
mudsill shall be used. Where uprights are
embedded, the vertical distance from the
center of the lowest crossbrace to the
bottom of the trench shall not exceed 36
inches. When mudsills are used, the vertical
distance shall not exceed 42 inches. Mudsills
are wales that are installed at the toe of the
trench side.
6. Trench jacks may be used in lieu of or
in combination with timber crossbraces.
7. Placement cf crossbraces. When the ver-
tical spacing of crossbraces is four feet,
place the top crossbrace no more than two
feet below the top of the trench. When the
vertical spacing of crossbraces is five feet,
place the top crossbrace no more than 2.5
feet below the top of the trench.
Occupational Safety and Health Adn�in., Labor
Subpt. P, App. C
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Subpt. P, App. C
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Subpt. P, App. C
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`Occupational Safety .and :Health
APPENDIx:D TO SUBPART P—ALUMrNMM
•.HYDRAULIC .SHORING FOR TRENCHEs
(a) Scope.YThis appendix contains -:infor-
mation that -can be used when aluminum
-hydraulic shoring is provided asp a method
cf.. eprotection .against -cave-ins iin: ;trenches
that, do not exceed. 20 feet (6.hn)'inadepth.
This appendix must be used when,design of
the abnnimimhydraulic protective system
cannot be performed in accordance -with
11926.652(c)(2).
(b) Soil -Classification. In order to use
data presented in this .appendix, the -soil
type or .types in which the excavation is
made must first be determined. using 'the
soil. classification method set forth In.appen-
dix A of.subpart P of part 1926.
(c) -Presentation of !{formation: Informa-
tion is presented in several forms as follows:
(1) Information is presented in •tabular
form in Tables D-1.1, D-1.2, D-1.3 and E-
1.4. Each table presents the maximum verti-
cal and horizontal spacings that may be
used with various aluminum member sizes
and various hydraulic cylinder sizes. Each
table contains data only for the particular
soil type in which the excavation or portion
of the excavation is made. Tables D-1.1 and
D-1.2 are for vertical shores in Types A and
B soil. Tables D-1.3 and D1.4 are for hori-
zontal waler systems in Types B and C soil.
(2) Information concerning the basis of
the tabular data and the limitations of the
data is presented in paragraph (d) of this
appendix.
(3) Information explaining the use of the
tabular data is presented in paragraph (e) of
• this appendix.
(4) Information illustrating the use of the
tabular data is presented in paragraph (f) of
this appendix. 1
(5) Miscellaneous notations (footnotes)Ire-
garding Table D-1.1 through D-1.4 are pre-
sented in paragraph (g) of this appendix.
(6) Figures, illustrating typical installa-
tions of hydraulic shoring, are included just
prior to the Tables. The illustrations page is
entitled "Aluminum Hydraulic Shoring;
Typical Installations."
(d) Basis and limitations of the data.
(1) Vertical shore rails and horizontal
wales are those that meet the Section Mod-
ulus requirements in the D-1 Tables. Alumi-
num material is 6061-T6 or material of
equivalent strength and properties.
(2) Hydraulic cylinders specifications. (i)
2 -inch cylinders shall be a minimum 2 -inch
inside diameter with a minimum safe work-
ing capacity of no less than 18,000 pounds
axial compressive load at maximum exten-
sion. Maximum extension is to include full
range of cylinder extensions as recommend-
ed by product manufaturer.
(ii) 3 -inch cylinders shall be a minimum 3 -
inch inside diameter with a safe working ica-
tabor - " Subpt. =P, App..D
pacity of not less than 30,000 :pounds axial
-compressive load at -'extensions as recom-
mended by product manufacturer.
(3) Limitation of application.
(1) it Is not intended that the aluminum
hydraulic specificationapplyto every situa-
tipn that .,may be experienced in the field..
These. data were.developed to, applY;to.#fie:
situations that are most commonly experi-
enced in current tregchingpractice. Shoring`
• systems for use in situations that are not
covered by the data in this appendix must
be 'otherwise designed' as specified in
§ 1926.652(c).
(ii). When any .of the following conditions
are -present, the members specified in the
Tables are not considered adequate. In this
case, an alternative aluminum hydraulic
shoring system or other type of protective
system must be designed in accordance with
§ 1926.652.
(A) When vertical loads imposed on cross
braces exceed a 100 Pound gravity load dis-
tributed on a one foot section o₹ the center
of the hydraulic cylinder.
(B) When surcharge loads are present
from equipment weighing in excess of
20,000 pounds.
(C) When only the lower portion or a
trench is shored and the remaining portion
of the trench is sloped or benched unless:
The sloped portion is sloped at an angle less
steep than three horizontal to one vertical;
or the members are selected from the tables
for use at a depth which is determined from
the top of the overall trench, and not from
the toe of the sloped portion.
(e) Use of Tables D-1.1, D-1.2, D-1.3 and
D-1.4. The members of the shoring system
that are to be selected using this informa-
tion are the hydraulic cylinders, and either
the vertical shores or the horizontal wales.
When a waler system is used the vertical
timber sheeting to be used is also selected
from these tables. The Tables D-1.1 and D-
1.2 for vertical shores are used in Type A
and B soils that do not require sheeting.
Type B soils that may require sheeting, and
Type C soils that always require sheeting
are found in the horizontal wale Tables D-
1.3 and D-1.4. The soil type must first be de
termined in accordance with the soil classifi-
cation system described in appendix A to
subpart P of part 1926. Using the appropri-
ate table, the selection of the size and spac-
ing of the members is made. The selection is
based on the depth and width of the trench
where the members are to be installed. In
these tables the vertical spacing is held con-
stant at four feet on center. The tables
show the maximum horizontal spacing of
cylinders allowed for each size of wale in
the waler system tables, and in the vertical
shore tables, the hydraulic cylinder horizon -
tai spacing is the same as the vertical shore
spacing.
I
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245
I
ISubpt. P, App. D 29 CFR Ch. XVII (7-1-92 Edition)
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(f) Example to illustrate the Use of the
Tables:
(1) Example 1:
A trench dug in Type A soil is 6 feet deep
and 3 feet wide. From Table D-1.1: Find ver-
tical shores and 2 inch diameter cylinders
spaced 8 feet on center (o.c.) horizontally
and 4 feet on center (o.c.) vertically. (See
Figures 1 & 3 for typical installations.)
(2) Example 2:
A trench is dug in Type B soil that does
not require sheeting, 13 feet deep and 5 feet
wide. From Table D-1.2: Find vertical shores
and 2 inch diameter cylinders spaced 6.5
feet o.c. horizontally and 4 feet o.c. vertical-
ly. (See Figures 1 & 3 for typical installa-
tions.)
(3) A trench is dug in Type B soil that
does not require sheeting, but does experi-
ence some minor raveling of the trench face.
The trench is 16 feet deep and 9 feet wide.
From Table D-1.2: Find vertical shores and
2 inch diameter cylinder (with special overs-
leeves as designated by footnote #2) spaced
5.5 feet o.c. horizontally and 4 feet o.c. verti-
cally, plywood (per footnote (g)(7) to the D-
1 Table) should be used behind the shores.
(See Figures 2 & 3 for typical installations.)
(4) Example 4: A trench is dug in previous-
ly disturbed Type B soil, with characteris-
tics of a Type C soil, and will require sheet-
ing. The trench is 18 feet deep and 12 feet
wide. 8 foot horizontal spacing between cyl-
inders is desired for working space. From
Table D-1.3: Find horizontal wale with a
section modulus of 14.0 spaced at 4 feet o.c.
vertically and 3 inch diameter cylinder
spaced at 9 feet maximum o.c. horizontally.
3x 12 timber sheeting is required at close
spacing vertically. (See Figure 4 for typical
installation.)
(5) Example 5: A trench is dug in Type C
soil, 9 feet deep and 4 feet wide. Horizontal
cylinder spacing in excess of 6 feet is desired
for working space. From Table D-1.4: Find
horizontal wale with a section modulus of
7.0 and 2 inch diameter cylinders spaced at
6.5 feet o.c. horizontally. Or, find horizontal
wale with a 14.0 section modulus and 3 inch
diameter cylinder spaced at 10 feet o.c. hori-
zontally. Both wales are spaced 4 feet o.c.
vertically. 3x12 timber sheeting is required
at close spacing vertically. (See Figure 4 for
typical installation.)
(g) Footnotes, and general notes, for
Tables D-1.1, D-1.2, D-1.3, and D-1.4.
(1) For applications other than those
listed in the tables, refer to § 1926.652(c)(2)
for use of manufacturer's tabulated data.
For trench depths in excess of 20 feet, refer
to § 1926.652(c)(2) and § 1926.652(c)(3).
(2) 2 inch diameter cylinders, at this
width, shall have structural steel tube
(3.5x3.5x0.1875) oversleeves, or structural
oversleeves of manufacturer's specification,
extending the full, collapsed length.
(3) Hydraulic cylinders capacities. (i) 2
inch cylinders shall be a minimum 2 -inch
inside diameter with a safe working capacity
of not less than 18,000 pounds axial com-
pressive load at maximum extension. Maxi-
mum extension is to include full range of
cylinder extensions as recommended by
product manufacturer.
(ii) 3 -inch cylinders shall be a minimum 3 -
inch inside diameter with a safe work capac-
ity of not less than 30,000 pounds axial com-
pressive load at maximum extension. Maxi-
mum extension is to include full range of
cylinder extensions as recommended by
product manufacturer.
(4) All spacing indicated is measured
center to center.
(5) Vertical shoring rails shall have a min-
imum section modulus of 0.40 inch.
(6) When vertical shores are used, there
must be a minimum of three shores spaced
equally, horizontally, in a group.
(7) Plywood shall be 1.125 in. thick
softwood or 0.75 inch. thick, 14 ply, arctic
white birch (Finland form). Please note that
plywood is not intended as a structural
member, but only for prevention of local
raveling (sloughing of the trench face) be-
tween shores.
(8) See appendix C for timber specifica-
tions.
(9) Wales are calculated for simple span
conditions.
(10) See appendix D, item (d), for basis
and limitations of the data.
Occupational Safety and Health Admin., Labor Subpt. P, App. D
ALUMINUM HYDRAULIC SHORING
TYPICAL INSTALLATIONS
FIGURE NO. I
YERTC• uL •. . FIGURE NO. 2
wYOM(AJC JI'CAE(D VERTCAL ALUMMM
N (SPOT MRACoI - MYDRALLC 3W0 q
CWM PLYWOOD
HORIZONTAL
SPACING RNDRIZONTAL
SPACING
VERTICAL RAIL
HYDRAUL IC
CYLINDER
1B" NAY.
JI'�/ "E VERTICAL RAI •Ijj e � NTORAULIC -Cl
i fffiii
VERTICAL ' >Y
SPACING
4'
2' MAX.
DER IB"
VERTICAL
SPACING
n
1
<' MAX.
2' MAX.
PLYWOOD
FIGURE NO. 3 FIGURE NO. 4
VERTCAL ALUMMJM AUIMONM MYORALLC SHORNO LIP R IC It
NYORAµt ENOMNO ,QCs WALFA SYSTEM l $NEEiING
(STACAEOI \(TTPCAU
HORIZONTAL SPACING
VERTICAL • VERTICAL RAIL
SPACING
HYDRAULIC
CYLINDER
A' MAX_
2' MAX.
2' MAX. /:.� �� I I IR'I aI I+ C7LINDERC
VERTICAL
SPACIMG
311-112 0-92-9
247
' Subpt. P, App. D
29 CFR Ch. XVII (7-1-92 Edition)
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Occupational Safety and Health Admin., Labor
Subpt. P, App. D
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249
' Subpt. P, App. D
29 CFR Ch. XVII (7-1-92 Edition)
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251
Subpt.
P, App. E
29
CFR Ch. XV11 (7-1-92 Edition)
APPENDI% E TO SUBPART P
-ALTERNATIVES
TO TIMBER SHORING
18" M
VERT
SPAC
4' MA
RTICAL RAIL
YDRAULIC CYLINDER
Figure I. Aluminum Hydraulic Shoring
C
O O O O
Figure 2. Pneumatic/hydraulic Shoring
252
Occupational Safety and Health Admin., Labor Subpt. P, App. E
r •rrirr�
Figure 3. Trench Jacks (Screw Jacks) - 1
1
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14 H t••
Figure 4. Trench Shields -
1
1
253 1
Subpt. P, App. F 29 CFR Ch. XVII (7-1-92 Edition)
APPENDIX F TO SUBPART P -SELECTION OF PROTECTIVE SYSTEMS
The following figures are a graphic summary of the requirements contained In subpart P
for excavations 20 feet or less in depth. Protective systems for use in excavations more than
20 feet In depth must be designed by a registered professional engineer in accordance with
1 1926.652 (b) and (c).
Is the excavation move
than 5 feet in depth?
Is there potential
for cave-in?
NO
Sloping
selecte
Go to Figure 2
Is the excavation
entirely in stable rock?
Excavation may be
made with
vertical sides.
Excavation must be
sloped, shored, or
shielded.
Shoring or shielding
selected.
Go to Figure 3
FIcJRE 1 - PRELIMINARY DECISIONS
254
Occupational Safety and Health Admin., Labor Subpt. P, App. F
Sloping selected as the
method of protection
1
Will soil classification
be made in accordance
with Sl926.652 (b)?
YES NO t
Excavation must comply with Excavations must comply
one of the following three withf1926.652 (b)(1) which
options: requires a slope of 1½H:1V
(341)•
.Option 1:
$1926.652 (b)(2) which
requires Appendices A
and B to be followed
Option 2:
§1926.652 (b)(3) which
requires other tabulated
data (-see definition) to
be followed.
FIGURE 2. - SLOPING OPTIONS
Option 3:
£1926.652 (b)(4) which.
requires the excavation
to be designed by a
registered professional
engineer.
1
255 ,
I
Subpt. P, App. F 29 CFR Ch. XV11 (7-1-92 Edition)
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Shoring or shielding selected
as the method of protection.
Soil classification is required
when shoring or shielding is
used. The excavation must comply
with one of the following four
options:
Option _
51926.652 (c)(1) which requires
Appendices A and C to be followed
(e.g. timber shoring).
Option 2
§1926.652 (c)(2) which requires
manufacturers data to be followed
(e.g. hydraulic shoring,trench
jacks, air s';ores, shields).
Option 3
51926.652 (c)(3) which requires
tabulated data (see definition)
Ito be followed (e.g. any system
as per the tabulated data).
1
Option 4
31926.652 (c)(4) which requires
' the excavation to be designed
by a registered professional
engineer (e.g. any designed
' system).
FIGURE 3 - SHORING AND SHIELDING OPTIONS
' 256
DIVISION 4 - PIPE INSTALLATION FOR WATER MAINS
SECTION 4-01: PIPE LAYING. The laying of pipe shall be done in
' accordance with the pipe manufacturer's recommendations, the
plans, AWWA C-600-77 for C.I. and D.I. pipe and AWWA C-603 for
Asbestos -cement pipe and these specifications for PVC Pipe. See
Sheet No. 16, Appendix to these Specifications.
1 SECTION 4-02: GENERAL. Equipment used to place pipe shall be
rubber -mounted to avoid severe scoring of paved surfaces. The
• pipe is to be installed with the bell ends facing the direction of
• laying except when otherwise approved by the Engineer. A night
plug shall be installed whenever the Contractor shuts down the job
' each day. Where fittings and other appurtenances are sometimes
called for on the drawings, such locations can be shifted to fit
between pipe joints. Such relocations from the plans is limited
to ten (10) feet maximum. The laying of pipe will not be permit-
' ted in water or on blocks. When ground water is encountered in
the trench, the Contractor shall furnish such de -watering equip-
ment as is necessary to keep ground water from entering the pipe.
The jointing of the pipe shall be done in strict accordance with
the pipe manufacturer's recommendations. The bell and spigot of
the joint to be made shall be clean of all foreign matter prior to
jointing. The spigot end of the pipe is to be thoroughly cleaned
and then coated with the recommended lubricant to facilitate
jointing. The gaskets are to be inspected prior to jointing. The
' pipe jointing shall be accomplished with equipment approved by the
Engineer, which is capable of shoving the pipe home without damage
to joints.
SECTION 4-03: TIE INS. This item shall consist of connection of
the new pipe line to the existing mains by means of tapping under
pressure, cutting in a tee and valve, or any connection to
existing mains when customers must be notified of an interruption
• of their water service.
The Contractor shall furnish all labor, material, equipment, and
hand tools necessary to complete the tie-in. All customers shall
be notified by the Contractor 24 hcurs in advance of any shutdown
as to the time service will be interrupted and the estimated time
service will be restored. All valves within an active system and
in operation shall be operated by city employees only and by the
Contractor.
SECTION 4-04: JOINTING. Jointing shall be done in accordance with
the manufacturer's recommendations. If effective sealing is not
• ' obtained, the jointing shall be disassembled, thoroughly cleaned,
inspected, and reassembled.
1 1
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DIVISION 4 - PIPE INSTALLATION FOR WATER MAINS
SECTION 4-05: PIPE INSULATION. The Contractor shall furnish and
install insulation on all exposed piping, flanges, and fittings,
as shown on the plans. Insulation shall extend to a depth of 18
inches beneath the existing:ground surface. All insulation shall
be protected with aluminum jacketing not less than 0.019 inch
thickness with a proper vapor barrier.
All surface of pipe shall be prepared and the insulation and jac-
keting Installed according to the manufacturer's recommendations.
SECTION 4-06: REACTION ANCHORAGE AND BLOCKING. All unplugged
tees, Y -branches, and bends( deflecting 22 1/2 degrees or more
installed in trench shall beiprovided with concrete thrust backing
between the fitting and solid, undisturbed ground in each case.
At the tops of slopes, vertical angle bends shall be anchored by
means of'a steel strap or rod anchors securely embedded in or ,
attached to a mass of concrete of sufficient weight to resist the
hydraulic. thrust at the maximum pressures to which the pipe will
be subjected. All concrete blocking and anchors shall be
installed- in such a manner that all joints between pipe and
fittings are accessible for repair.
Pipe and fittings shall be provided with thrust blocks and
anchorage as detailed on the accompanying plans and as may be
determined in the field by a competent, licensed Engineer. The
bearing area of concrete reaction blocking against the ground or
trench bank shall be shown by the plans or shall be computed by a
competent, licensed Engineer in each case. In the event that
adequate support against undisturbed earth cannot be obtained,
metal harness anchorages consisting of steel rods or bolts across
the joint and securely anchored to pipe and fitting shall be
installed to provide necessary support. Should the lack of a
solid vertical excavation face be due to careless or otherwise
improper excavation, the entire cost of furnishing and installing
metal harness anchorages in excess of the contract value of the
concrete blocking replaced by such anchorages shall be borne by
the Contractor.. All steel equipment used for reaction anchorage
shall be painted with two coats of Kopper's "Bitumastic No. 50."
A. Concrete for Encasement and Thrust Blocks, Class B concrete
for encasement and thrust blocks shall- be proportioned and
mixed to have a minimum allowable compressive strength of
3,000 pounds per square inch at 28 days.
2 1
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DIVISION 4 - PIPE INSTALLAT:ON FOR WATER MAINS
Class B concrete is described below as to water -cement ratio,
cement per cubic yard, and compressive strength, as follows:
Water -Cement Cement -Sack Compressive
Ratio* Per C.Y. Strength**
Class "B" 8.0 4.8 3,000
*Gallons (;;.S.) per sack of cement (95 pounds net)
**Pounds per square Inch at 28 days.
SECTION 4-07: PVC PIPE INSTALLATICN All PVC pipe shall be laid
' in accordance with the manufacturer's recommendations, the plans,
and specifications herein. See Division 4-A and Division 10 of
these specifications.
Pipe shall be field checked by the Contractor for damage prior to
• installation. Care shall be exercised to embed pipe without
damage and in accordance with the bedding material specifications
herein. Each joint shall carefully be checked, cleaned, prepared
and then shoved home without stress or strain on the joint after
placed in the trench. All pipe shall he laid straight with side
walls of pipe braced with compacted selected backfill material
from the bottom of trench to the top of pipe, and from sidewall of
pipe to sidewall of trench.
' Curves: All PVC pipe shall be placed in the trench so as to
minimize movement of the pipe after start-up operations. The
following placement methods shall be used with approaching,
following through, and leaving curves in the pipe trenches:
A. When trench side walls are good, undisturbed soil materials,
Contractor shall approach the Point of Curvature to the curve
with pipe laid straight and touching the long radius side of
trench wall; thence continue around the curve with a smooth
symmetrical trench with pipe being laid against the long
radius trench wall to the Point of Tangency to the curve.
B. When trench side walls are NOT desirable for pipe bedding and
' bracing, compacted bedding, as specified herein for straight
line trenches, shall be used.
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DIVISION 4A -PVC FIP_EE CO.N TPN(:T ON
' AN.
MISCELLANEOUS SUPPLEMENTAL SPECIFICATIONS
1
SECTION 4A-Ci: TIES. Contractor shall make tie into existing 4"
main and the existing water storage tank in accordance with the
Construction Plans and Sheets No. 21 8 22, Appendix to the
Specifications.
' SECTION 4A-02: TRACER WIRE. Contractor shall successfully place
and tie No. 14 solid THHN nylon -coated copper wire around and
' beside each joint cf PVC water pipe.
SECTION 4A-03: TRENCHING. The Contractor shall install all pipe
in a straight line trench as staked by the Engineer. Curves are
' allowed as needed but shall not exceed pipe manufacturer's
recommendations. Al: PVC pipe shall have a minimum of 36
cover.
SECTION 4A-04: CURVE PIPE INSTALLATION. The entire curved
length, from P.C. to P.T. of curve, of long -sweeping PVC pipe
shall rest against compacted backfill or acceptable undisturbed
trench walls on the long -radius side of trench.
SECTION 4A-05: FENCE MAINTENANCE. The Contractor shall be
' responsible for damages incurred due to lack cf proper
maintenance of fences damaged within the course of construction.
Fences are to be repaired according to Division No. 1 of
' specifications herein.
SECTION 4A-06: FINAL TESTS. The Contractor shall schedule seven
;7) days ir. advance with the Engineer's representative a final
acceptance test for each valved section of the pipe system. The
Contractor shall, at his expense, perform the necessary tests and
repair prior to scheduling the final acceptance tests to assure
' himself of the pipe's pressure stability and acceptance.
SECTION 4A -C7: SPECIAL BEDD_NG__ Special bedding required for
' pipe in wet areas, rock excavated trenches, and gravel_ road
crossings, creek crossings, and other specified areas, unless a
Bid :tem for Special Bedding is provided and specified for said
areas, such Special Bedding shall be subsidiary to other items of
the contract. See Appendix of the Specifications.
SECTION 4A-08: CLEAN UP. The Contractor shall properly clean
and grade the path of construction immediately after
construction. Trench settlement shall be repaired, and damaged
yards and pasture shall be fe:tilized and seeded until a
successful growth of vegetation is obtained.
1
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DIVISION 4A - PVC PIPE CONSTRUCTION
SECTION 4A-09: ADDITIONAL MATERIALS All materials necessary to
successfully complete the project and not called for on the plans
and specifications, shall be subject to the approval of the
Engineer. All such small items shall be subsidiary to other
items of the contract.
A
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DIVISION 5 - PRESSURE AND LEAKASE TE,T'NG
1 SECTION 05-0:: SCOPE. It is the intent of these specifications
that all joints he watertight and free from visible leaks, and
each leak which may be discovered, at any time prior to the ' expi-
ration of one year after the date of final acceptance by the Own-
er, shall be repaired by and at the expense cf the Contractor.
The following tests shall be in accordance with AWWA C-600-77 or
the latest revision thereof. The Contractor may, at his conven-
t• ience, with the approval of the Engineer, make tests upon the
system in addition to those listed below.
' With the installation of temporary blockage to protect the green
concrete or allowing a lapse of at least 8 days after the placing
of thrust or backing blocks, all newly laid pipe and its appurte-
nances or any valve sections thereof shall be subjected to Ares-
, sure and leakage tests. The Contractor shall provide all testing
equipment and material including water of a quality apprcved by
the Engineer, if not provided by the Owner, and shall conduct the
following tests in the presence of the Engineer. _
Tests in the presence of the Engineer are intended to be , demon-
strations of satisfactory performance. The Contractor shall
satisfy himself that the section to be demonstrated will pass a
test before requesting one. If subsequent tests are required
because of failure of the demonstration from lack of prepara-
tions, the Contractor shall compensate the Engineer for time
spent on such subsequent tests.
A. Hydrostatic Pressure. The hydrostatic test pressure to be
applied shay_ be accomplished at one and one-half (1-1/2)
times working pressure or 200 psi, whichever is treater.
This teat pressure shall be applied relative to the lowest
' point in the main being tested.
B. Pressure Test. Each valved section of pipe shall be subjec-
• ted to a pressure test prior to connection with the rest of
the system. The pipe shall be completely filled with water
with all entrapped air expelled through hydrants or blowoffs
' at high places, or if such are not available, through taps
made at the high points. Such taps shall be plugged subse-
quent to the pressure and leakage tests.
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DIVISION 5 - PRESSURE AND LEAKAGE TESTING
1
The pressure in the line section being tested shall be increased
by pumping to the calculated test pressure and shall be main-
tained at that level for at least two hours and for whatever
longer period as may be necessary for the Engineer to complete
the inspection of the line under test and the Contractor to
locate any and all defective joints and pipe line materials. If
repairs are needed, such repairs shall be made, the line re-
filled, and the test pressure applied as before; this operation
shall be repeated until the line and all parts thereof withstand
the test pressure.
C. Leakage Test. Each valved section of pipe shall be subjected ,
to a leakage test prior to backfill, immediately after a suc-
cessful pressure test. Leakage test is to be in accordance
with AWWA D-600-77. The pressure shall be maintained at the
test pressure of the line, section being tested for four hours
and the water leakage shall be measured by refilling the con-
tainer used for pump section. Line leakage is defined as the
total amount of water introduced into the line as measured
during the leakage test.
In no event shall the line .be accepted if the leakage for any
I
pipe exceeds 10 gallons per 24 hours per mile of pipe per inch of
nominal diameter for P.V.C. pipe, or 12 gallons per 24 hours per
mile of pipe per inch of nominal diameter for cast iron, ductile
iron, or asbestos -cement pipe. All visible leaks shall be re-
paired regardless of whether the section in question meets leak-
age limitations or not. Leaks shall be repaired and the tests
repeated until the line is approved by the Engineer.
,
SECTION 05-02: DISINFECTION. All lines of the water system
shall be disinfected after they have been flushed, according to
the AWWA C-601-68 or the latest revision except as herein stated..
After satisfactory pressure .and leakage tests have been comple-
a solution of water containing at least 100 parts per mil-
lion of free available chlorine shall be introduced into the pipe
line at the distributions system intake. Various outlet points
and valves shall be opened to allow the flow to proceed through
-the largest pipe successively to the smallest, including service
outlets, throughout the system. Discharge from the system shall
be accurately measured and tested to ascertain when various sec-
tions of the pipe have been filled with the chlorine solution.
After the system has been filled, it shall be allowed to stand
for 24 hours after which there should be at least 25 parts per
million residual chlorine remaining in the water.
2 1
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DIVIS:oN 5 - PRESSURE AND LEAKAGE TESTING
After disinfection has been completed and approved by the Engi-
neer, the Contractor shall thoroughly flush the main until resi-
• dua chlorine is less than 2 parts per million.
All materials and equipment necessary to properly disinfect the
pipe system shall be provided by the Contractor. If a section of
line falls to yield a safe sample after taking samples three con
' secutive weeks, the Contractcr will be required to rechlorinate
the line. Some data pertinent to pipeline disinfecticn are con-
tained in the following Table A:
TABLE A
Calcium
Nominal Capacity *Chloride of Lime Hypochloride
Pipe Size Gals./100 Ft. 1 Lb /103 Ft. 1 Lb./100 Ft.
3/4 2.3 .0092 .CC345
1 4.0 .C16 .00GCC
2 16.3 .065 .0244
' 3 36.7 .147 .C550
4 65.2 .26C .0978
6 147.0 .588 .2205
' 8 261.0 1.044 .3915
10 406.0 1.524 .6080
12 585.0 2.340 .8770
* Quality of chlorine compound noted based on 4 lbs./100 gal.
Chloride of Lime (25% avail. C12) and 1.5 lbs./gal. Calcium
Hypochloride (70% avail C12).
The Contractor shall furnish all material, labor, and equipment
to flush out and disinfect all existing water systems integrated
with the water system.
•' SECTION 05-03: BACTERIOLOGICAL SAMPLES. After disinfection,
-bacteriological samples should be taken by a City representative
on two (2) consecutive dayz and submitted to the Arkansas Depart -
1 ment of Health for analysis with safe results before placing new
lines into service.
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SECTION 8-A - DUCTILE IRON PIPE & FITTINGS
SECTION 8A-01: SCCPE. This section covers ductile iron pipe,
joints and ductile ircn fittings which shall be furnished and
installed complete with all jointing materials and accessories,
anchors and blockings, and other appurtenances.
' SECTION 8A-02: DUCTILE IRCN P:PE. All ductile iron pipe,
fittings, and Jointing materials shall be as shown on the plans
and as specified herein.
A. Pipe.
1. Designed in accordance with ANSI/AWWAC-15C
2. Manufacture and testing: ANSI A21.51 and AWWA C-150
3. Grade: Tensile Strength: 6C,000 psi
Yield Strength: 42,000 psi
Elongation in 2": 10 % -
4. Dimensions: (Min.)
Wall Outside
• Size Thickness Thickness - Diameter
Inches Class Inches Inches
4 51 0.29 4.80
' 6 5: 0.31 6.90
• 8 51 0.33 9.05
10 51 0.35 11.:0
12 51 0.37 13.20
14 51 C.36 :5.30
16 51 0.37 17.40
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Pipe must be rated at 350 psi minimum working pressure, plus 100
psi surge pressure, unless otherwise stated in the construction
Bid Items.
B. Fittings. All fittings shall be restrained mechanical or
boltless, gasketed jointed and cement lined, such as American
"Mechanical Joint with Retainer Gland" or "Flex -Ring Joint,"
or equal.
1. Manufacture and Testing:
A21.11
2. Thickness and Iron:
AWWA C-110, ANSI A21.4, A21.10,
Size of Pipe AWWA C-150 ASTH A-48
(Diameter) Thickness Class Iron Class
4" through 6" D 25
1
In vi of viv O - iittviv rirrJ �c inl'1" IN(b
3. All fittings up to 112 inch size shall be class 250 and
.all fittings larger ithan 12 inches are to be class 150
unless specified differently on Plans and in Bid Items.
4. Contractor shall install all fittings as designated on ,
the plans. Generally, only fittings required for hori-
zontal alignment have been indicated. All other fittings
required shall be furnished by the Contractor, who will
be compensated in accordance with the adjustment unit
price stated in the proposal.
C. Pipe Joints. Mechanicalor boltless, gasketed type (ANSI
A21.11 and AWWA C-111) such as "Fastite," "Bell-Tite,"
"Tyton," and "Al-tite." Joints shall be rated equal to pipe
rating specified in Bid Items.
D. Restrained Joints. All restrained
fittings shall be rated at 350 psi
psi surge pressure, unless other
Items.
E. Pipe Coating and Lining.
1. Cement LIning: AWWA
2. Bituminous Coating: AWWA
pipe joints and restrained
working pressure, plus -100
wise specified in the Bid
C-104 and ANSI A21.4
C-104 and ANSI A21.4 '
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DIVISION 8 - IRON PIPE & FITTINrS,
1
SECTION 8-B - CAST IRON PIPE AND FITT:NG
SECTION 8B C1: SCOPE. This section covers cast iron pipe and
fittings which shall be furnished and installed complete with all
jointing materials and accessories, anchors and blockings, and
other appurtenances.
• SECTION 8B-02: CAST IRON PIPE. All iron pipe, fittings, and
jointing materials shall be as shown on the plans and as
specified herein, and shall be rated at a minimum of 200 psi
working pressure, plus 100 psi surge pressure.
A. Pipe.
1. Design: ANS_/AwWA C-101
2. Manufacture and testing: ASA A21.1, A21.6, A21.8, or A21.9
3. Iron: 21/45
' 4. Dimensions:_ (Minimum)
Wall Outside
Size Thickness Thickness Diameter
Inches Class Inches nches
4 22 0.35 4.80
6 22 0.38 5.90
8 22 0.41 9.05
10 22 0.44 1.10
12 22 0.48 13.20
14 22 0.51 _5.30
16 22 0.54 17.40
IPipe must have a minimum working pressure of 2CC psi or as
otherwise specified on plans and/or Bid Items.
B. Fittings. All fittings shall be mechanical jointed and
cement lined.
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Manufacture and Testing: AWWA C -11C, ANSI A21.4, A21.10,
A21.11
Thickness and iron:
Size of Pipe
AWWA C-150
ASTM
A-48
(Diameter)
Thickness
Class
Iron
Class
4" through 6"
3
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DIVISION 8 - IRON PIPE & FITTINGS
1
3. All fittings up to 12 inch size shall be class 250 and
fittings larger than 12 inches are to be class 150, un-
less specified differently on plans and Bid Items.
4. The Contractor shall install all fittings as designated ,
on the plans. However, only fittings required for hori-
zontal alignment have been indicated. All fittings re-
quired shall be furnished by the Contractor, who will be
compensated in accordance with the unit price stated in
the proposal.
C. Pipe Joints. Mechanical or boltless, gasketed type (ANSI I
A21.11 and AWWA C-111) such as American "Fastite," Clow
-"Bell-Tite," U.S. "Tyton," Griffin "Bel-l-Tite," or McWayne
"Tyton."
D. Restrained Joints. All restrained pipe joints and restrained
fittings shall be rated at 350 psi working pressure, plus 100
psi surge pressure, such as U.S. Pipe's "Lok-Tyton" joint, or
an approved equal.
E. Pipe Coating and Lining I
1. Cement Lining: ASA A21.4, except lining thickness may be
reduced to 1/2 specified thickness.
2. Bituminous Coating: Manufacturer's Standards.
SECTION 8-C: HANDLING. Pipet, fittings, and accessories shall be
handled in a manner that will ensure their installation in the
work in sound, undamaged condition. Equipment, tools, and
methods used in unloading, reloading, hauling, and laying pipe
and fittings shall be such that they are not damaged. Hooks '
inserted in ends of pipe shall have broad, well -padded contact
surfaces.
Pipe in which the cement lining has been broken or loosened shall ,
be replaced by and at the expense of the Contractor.. Where the
damaged areas are small and readily accessible, the Contractor
may be permitted to repair the lining, subject to approval of the
.Engineer.
All pipe coating which has been damaged shall be repaired by the
Contractor before installing the pipe.
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DIVISION 8 - IRON PIPE & FITTINGS_
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' SECTION 8-D: CUTT:NG PIPE. Cutting of pipe shall be done in a
neat manner without damage to the pipe or to the cement lining
therein. Pipe cuts shall be smooth, straight, and at right
angles to the pipe axis. All cutting of pipe shall be done with
mechanical pipe cutters of an approved type except that, in loca-
• tions where the use of mechanical cutters would be difficult or
impractical, existing pipe may be cut with diamond point chisels,
saws, or other tcols which will cut the pipe without damaging
impact or shocks.
' SECTION 8-E: ALIGNMENT OF BELL AND SPIGOT PIPE. Pipe lines or
runs intended to be straight shall be straight. Deflections from
a straight line or grade measured between the centerlines exten-
ded of any two connecting piping units and expressed in inches
per linear foot, shall not exceed that shown in the following
table:
' Pipe Size (=D)
8" to 12" : lo 4" t 16"
Type of Jcin.t 6 inch inclusive : inclusive
Mechanical or Boltless
Gasketed 6/D 8/D 9D
Either shorter pipe sections or special bends shall be installed
where the alignment or grade requires them.
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SECTION 8-F: REACTION ANCHORAGE AND BLOCKING. All unplugged
bell and spigots, or all bell tees, Y -branches, and bends deflec-
ting 22-1/2 degrees or more installed in trench shall be provided
with, concrete thrust blocking between the fitting and solid,
undisturbed ground in each case, except where solid ground
blocking is not available.
At the tops of slopes, vertical angle bends shall
means of a steel strap or rod anchors securely
attached to a mass of concrete of sufficient weight
hydraulic thrust at the naximum pressures to which
be subjected. All concrete blocking and anchors
stalled in such a manner that all joints between
tings are accessible for repair.
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be anchored by
embedded in or
to resist the
the pipe will
shall be in -
pipe and fit-
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DIVISION 8 - IRON PIPE & FITTINGS
1
The bearing area of concrete reaction blocking against the ground
or trench bank shall be as shown by the plans or as directed by
the Engineer in each case. In the event that adequate support
against undisturbed earth 'cannot be obtained, metal harness
anchorages consisting of steel rods or bolts across the joint and I
securely anchored to pipe and fittings or ductile iron retainer
glands, as approved by the Engineer, shall be installed to pro-
vide necessary support. All, steel equipment used for reaction
anchorage shall be painted with two coats of Kopper's "Bitumastic
No. S0" or an approved equal. The first coat shall be dry and
hard before the second coat 'is applied.
Trenches over, through, and/o'r down rock bluffs shall be protec-
ted from erosion: Mains shall be anchored into rock bluffs with
use of steel rods and straps!. A minimum of four (4) anchors per
joint of pipe (max. length of 20 feet) shall be used. Steel
rods, straps, and anchoring, materials shall be protected from
corrosion. The anchors shall individually be adequate to with-
stand 2.5 times the maximum thrust force at any point on the pipe
system.
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DIVISION 9 - VALVES
SECTION 09-01: SCOPE. This section covers valves and appurte-
nances as shown on the drawings and as specified herein. All
valves are to be opened left unless otherwise shown on the
Construction Plans.
' SECTION 9-02: MATERIAL.
A. Gate Valves -- See Sheet No. 7, Appendix to the
Specifications.
1. General. All gate valves shall conform to the latest
edition of AWWA C-500 Standard for gate valves for crdi-
nary water works service.
' 2. Three-inch (3) and -Smaller Valves: All line gate valves
used with PVC pipe shall be parallel double -disc gate
valves with non -rising stems and 4 -point wedging action,
open counterclockwise with "O" ring seals. Valves shall
be Mueller No. A -238C-37 slip joint type, or equal.
3. Four -inch (4) and Larger valves: All lane cafe valves
for buried service shall be Mueller No. A-2370-20 with
mechanical joint ends; each gate valve used with PVC
pipe shall be provided and installed with a transitional
gasket for PVC service. All other services shall have
flanged ends ASA Class 125.
4. Buried Service Valves: All buried service valves shall
• be furnished with Standard AWWA 2" square operating nut.
Valve operating wrench shall be Mueller No. A -245-1C by
36" in length, or equal.
B. Butterfly Valves.
1. All type butterfly valves shall be of the tight closing,
' rubber seat type with rubber seats which are recess -
mounted and securely fastened to the valve body. Al:
valves shall conform to the latest revision of AWWA
' Standard C -5C4, class 125-16. valve bodies may be
"monoflange" with a mechanical joint -to -flange adapter
or may have integrally cast mechanical icint ends.
Valve discs shall rotate 90 degrees from the full -open.
' position to the tight shut position.
2. Valve Discs: All valve discs shall be constructed of
Ni-Resist, Type 1. All disc seating edges shalll be
smooth and polished.
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DIVISION 9 - VALVES
3. Valve shafts: VALVE shafts shall be constructed of 18-8
Type 304 stainless steel and shall be a one-piece unit
extending full-size through the valve disc and valve
bearings.
4. Valve Seats: Valve seats shall be of a natural rubber
or synthetic compound. Bonded -in seats must be simul-
taneously molded in, vulcanized, and bonded to the body,
and the seat bond must withstand 75 pounds pull under
test procedure ASTM D-429-58, Method B, or latest revi-
sion thereof.
5. Valve Bearings: Valves shall be fitted with sleeve type
bearings. Bearings shall be corrosion -resistant and
self --lubricating. Bearing load shall not exceed 2,500
psi.
6. Valve Operators: Valve operators shall be of the tra-
veling nut -type designed to withstand 300 ft/lb of input
torque at full -open or closed positions without damage
to the valve or operator. All operators shall be fully
gasketed and grease; -packed and designed to withstand
submersion in water to 10 psi. Valves shall open with a
counterclockwise rotation of the AWWA nut and shall re-
quire a minimum of 32 turns to move from fully open to
fully closed.
7. Painting and Testing: All surfaces of the valve shall
be clean, dry, and free from grease before painting.
The valve interior surfaces, except seating surfaces,
shall be evenly coated with black asphalt varnish in
accordance with Federal Specification TT -V -51a and AWWA
C-504-74.
C. Air Release Valves. All Air Release Valves shall be located
at the high points in the line as shown on the plans and as
directed by the Engineer., The valves shall be a regularScom-
bination air release and vacuum breaker valve. See Sheet No.
6, Appendix to the Specification.
D. Valve Boxes. Valve boxes shall be Buffalo style adjustable
24 by 36 inch for 5-1/4 shafts, Mueller No. 562-S, or equal.
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NvI ION 9 - VALVE;
SECTION 09-03: INSTALLATI , CN. The contractor shall furnish all
labor, material, ecuipment, and hand tools to install the valves
as per the detailed plans and manufacturer's recommendation. All
valves shall be installed with operating nut up in a truly verti-
cal position. Valves shall, in general, be placed where indicat-
• ed on the detailed plans. All valve settings shall include all
compaction necessary to provide a stable base for the valve box.
' SECTION 09-04: VALVE KEYS. The Contractor shall provide two (2)
valve keys per each size valve, suitable for use with the valve
installed, as manufactured by the valve manufacturer.
' SECTION 09-35: VALVE OPERATING WRENCH. The Contractor shall
provide the Owner with three (3) valve wrenches, Mueller No. A-
246 -1C x 36" in length, as- a Subsidiary Item to other Bid Items
of the project.
SECTION 09-06: CHECK VALVES. The Contractor shall furnish and
install check valves with reinforced concrete vault with metal
lid and appurtenances as shown on the plans and as specified
herein. Concrete vault with lid shall be constructed as per
Details shown on Construction Plan Sheet No. 20 of 23.
A. MATERIALS. All check valves shall conform to the standards
herein and as shown on plans unless otherwise approved by
' Engineer. All materials of construction shall conform to
ASTM standards for cast non, ductile iron, bronze, and
stainless steel.
1. Valve Bcdy shall be cast iron for working pressures of
175 psi and less and shall be ductile iron for working
pressures greater than 175 psi and less than 350 psi.
' 2. Bronze trim shall be standard for all check valves
unless otherwise specified.
3. Resilient Seating (Buna-N) compression molded onto the
seat allowing metal -to -metal contact with drip -tight
' resilien.t shutoff and shall be easy to replace.
B. STYLE. Air cushion swing check valves shall be used for all
static main pressures of 6C psi and less. For all static
'• pressures over 60 psi, oil cushion swing check valves shall
be used.
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DIVISION 10 - PLASTIC PIPE AND FITTINGS
1
• SECTION 10-01: SCOPE. Covers all PVC pipe and fittings to be
furnished and installed as required in these specifications and
as shown on the plans. The specifications shall apply to all
plastic pipe sizes 2" to 12" in diameter. SDR rated pipe shall
comply with Commercial Standards CS256, and DR rated pipe shall
comply with AWWA C-900.
•' SECTION 10-02: :NSTALLATION CF PIPE. No defection shall be
allowed at the joints of any size plastic pipe. As determined by
the Engineer, deflection shall be provided by the use of vertical
curves or proper angle fittings to accomplish grade or alignment
changes.
Snaking or humping the pipe shall be required in accordance with
the manufacturer's recommendations and to the satisfaction of the
• Engineer.
' The Contractcr shall make arrangements with the PIPE MANUFACTURER
to have a FACTORY REPRESENTATIVE skilled in the installation of
plastic pipe of the above type present for a minimum of one day
at the start of the laying of the pipe. A pipe supply house
representative shall not be considered as being a representative
• of the factory.
' SECTION 10-03: JOINTING.
A. Boltless Gasketed Joints. Assembly and insta:laticn shall be
' with clean and uninjured joints in accordance with manufac-
turer's recommendations. Al: joints shall be lubricated per
manufacturer's recommendations before assembly.
' B. Plastic -Metal Connections. All threaded joints where plastic
and metal fittings are connected, shall be so fitted that the
plastic fitting will have the male thread on it, unless
otherwise shown. Other types of plastic -metal connections
shall be as recommended by the plastic pipe manufacturer or
Contractor and approved by the Engineer.
C. Flanged Joints. All flanged joints shall be so made that
after uniform compression of the sealing gasket by proper
bolt tightening, the flange faces shall be parallel, the
' jointed fittings or pipe centerlines shall be coincident, and
no abnormal stress shall be transferred to adjacent piping or
fittings. Flanges on plastic pipe shall be tightened suffi-
ciently to slightly compress the gasket to make a good seal,
but not sc tight as to distort the flanges.
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DIVISION 10 - PLASTIC PIPE AND FITTINGS
SECTION 10-04: PVC PIPE AND FITTINGS
A. Manufacture and Testing. All SDR rated pipe, sizes 2" - 12",
shall be manufactured in accordance with the Commercial Stan-
dard CS256-63 or latest revision for Polyvinyl Chloride (PVC)
as conducted in accordance with the applicable ASTM proce-
dure.. All DR rated pipe, sizes 4" - 12", shall be manufac-
tured in accordance with AWWA C-900. The extrusion quality
test shall be conducted within 2 hours of extrusion of the
specimen. Before shipment, a certified report on the produc-
tion tests of each lot of pipe and fittings shall be fur-
nished
to the Engineer and shall include:
1. Date of -tests. -
2. Contractor's purchase order number.
3. Lot number.
4. Measurements of dimensions and tolerances.
5. Burst pressure values. _
6. Sustained pressure test results.
7. Extrusion quality results.
All pipe shall be marked lat intervals, as set forth in CS256 I
and AWWA C-900, to declare compliance with standards of the
National Sanitation Foundation (NSF).
A sample of each type fitting to be used in this system shall 1
be submitted for the Engineer's approval, and his approval
obtained before purchases of fittings.
B. Material. All pipe and fittings shall be manufactured from
NSF approved material that conforms to ASTM D-1784 Type 1,
Grade 1 (PVC 1120) resins, and the pipe shall be stamped with
the -NSF seal of approval and permanently marked. All mate-
rials shall conform to Commercial Standard CS256 and AWWA C-
900, respectively. I
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C. Pressure Class and Dimension. The pipe shall be fabricated.
in conformance with a working pressure class for Dimension
ration of Class 200. with SDR 21 and Class 250 with SDR 17, as
defined in CS256; Class 200 with DR 14, and Class 150 with DR
18. All pipe shall pass. rigid quality control tests from a
dimensional standpoint in accordance with the dimensions and
tolerances as set forth in ASTM D-2241.
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DIVISION 1C - PLASTIC PIPE AND FITTINGS
' D. Joints. Joints shall be boltless gasketed unless otherwise
shown. The male end of each section of externally coupled
plastic pipe shall be marked with a line around the circum-
ference, which can be used to check the depth of socketing
after the pipe is coupled.
1. Boltless Gasketed Joints. Al! boltless gasketed joints
' 8" and under shall be Certainteed's Twin Gasketed "Fluid-
Tite," or Robir.tech's Single Gasketed "King's Joint," or
equal.
' a. All boltless gasketed joints over 8" shall be of the
"Single Gasket Coupling" as manufactured by
Certainteed, or equal.
' b. Rubber rings shall be as provided by manufacturer.
IC. Pipe with extruded bells shall he furnished in not
more than 20 foot lengths. Pipe with double gasket
type of coupling may be furnished in 40 foot joints.
Only molded and machined double gasket coupling shall
be allowed with ripe in 2C foot or longer joints.
d. Provision shall be made for expansion and contraction
' at each gasketed type joint.
e. The pipe manufacturer shall be a member of the Plas-
'• tic Pipe Institute or American. Water Works Associa-
tion and shall have manufactured the pipe and joint
proposed for use for not less than five (5) years.
f. Al: fittings and specials 4" and larger in size shall
• conform to AWWA short or long bodied cast iron fit-
tings using a mechanical joint system with hardened
or duck tipped type rubber gaskets in accordance with
AWWA specifications C -11C and C-111. The fittings
shall be cement lined in accordance with AWWA speci-
fication.s C -1C4. The pipe and fittings shall be
installed in accordance with the recommendations of
the pipe manufacturer.
DIVISION 10 - PLASTIC PIPE AND FITTINGS
2. Flange Joints. Flange joints shall be 150 pound class
unless otherwise shown.
a. Flanges: ASA Class 150
b. Flange Bolts and Nuts: ASTM A307, Grade B, galva-
nized and of such length that, after installation,
bolts will project 1/8 to 3/8 inch beyond outer face
of nut.
c. Flange Gaskets: Full face 1/8 inch thick neoprene of
plasticized PVC.
3. Threaded Joints. All threaded joints shall be standard
iron pipe threads unless otherwise shown. Only Schedule
80 pipe shall be threaded.
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DIVISION 1C - PLASTIC PIPE AND FITTINGS
SECTION 10-05: STANDARDS. All pipe furnished under these speci-
fications must be manufactured to conform to the latest revision
of the following standards:
' AWWA C-900 - Standard for Polyvinyl Chlcride (PVC) pressure
pipe, 4" through 12", for water.
'• ASTM D1598 Test for Time -to -Failure of plastic pipe under
long-term hydrostatic pressure.
ASTM D1599 - Test for Short -Time rupture strength cf plastic
pipe, tubing, and fittings.
' ASTM D1784 - S-pecification for Poly (Vinyl Chloride) (PVC)
compounds and Chlorinated Poly (Vinyl Chloride)
(PVC) compounds, rigid.
' ASTM D2122 - Determining dimensions of thermoplastic pipe and
fittings.
' ASTM D2241 - Specification for Poly (Vinyl Chloride) (PVC)
plastic pipe (SDR- PR;.
ASTM D2672 - Specification fcr Bell -End Poly (Vinyl Chloride;
' (PVC) pipe.
ASTM D3036 - Specification fcr Poly (Vinyl Chloride; (PVC)
' plastic line couplings, socket type.
ASTM D31139 - Specification for joints for plastic pressure
pipes using flexible elastomeric seams.
CS256 - Polyvinyl Chloride (PVC) plastic pipe (SDR-PR).
NSF -14 - Thermoplastic materials, pipe, fittings, and
jointing materials.
PS 22-70 - Product Standard.
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DIVISION 10 - PLASTIC PIPE AND FITTINGS
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SECTION 10-06: WARRANTIES. The materials' manufacturer shall
provide the Contractor and the System's Owner a written guarantee
of quality and standards of material provided. All materials
shall be warranted for a period of not less than one (1) year
against defective materials. The Contractor shall be responsible
for one (1) year from date of acceptance for any imperfections in
the materials, construction, and operation of the water system.
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SECTION 10-07: HANDLING. All pipe, fittings, and accessories
shall be handled and stored in a manner that will ensure their
installation in a sound, undamaged condition. All coatings and
linings which have been damaged shall be repaired at the expense
of the Contractor before installation in the system.
SECTION 10-08: CUTTING PIPE. Cutting of all pipes shall be ,
accomplished by approved methods that will provide a neat,
smooth, straight cut at right angles to the axis of the pipe,
without damage to the pipe or any coating -or lining materials
thereon.
SECTION 10-09: CLEANING. The interior of all pipe and fittings
shall be thoroughly cleaned of all foreign matter before install-
ation and kept clean until the work has been accepted. All joint
contact surfaces shall be kept clean until jointing is completed.
SECTION 10-10: INSPECTION. Each pipe and fitting shall be
inspected for defects, just prior to connection. All defective,
damaged, or unsound pipe or fitting shall be rejected and removed
from the site of the work.
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DIVISION '_1 VITRIFIED CLAY PIPE (SEWERS)
SECTION 11-Cl:SCCPF. This section covers vitrified clay pipe
' and fittings, which shall be furnished and installed complete
with all jointing materials, man holes, and other appurtenances.
' SECT:ON 11-02: MATER_ALS. Vitrified clay pipe and fittings,
jointing materials, and appurtenant materials shall be as shown
on the plans specified herein.
A. Pipe and Fittings.
Standard Strength: ASTM 013, or ASTM C261
Extra Strength: ASTM C200, or ASTM C278
P. Jointing_Materials: Factory -molded plastic joints, ASTM
C425, Dickey Clay's "PEP," or equal.
SECTION 11-03: Y.ANDLI_NG._ Pipe, fittings, and accessories shall
' be handled in a manner that will ensure their insta:;at_on in the
work in sound, undamaged condition. Hooks inserted in ends of
pipe shal have broad, well padded contact surfaces. Pipe and
fittings shall not be humped or dropped.
Pipe having presolded joint rings shall be handled in such a
manner that no weight, including the weight of the pipe itself,
will bear on or be supported by the spigot rings at any time.
Care shall be taken to avoid dragging the spigot ring or, the
ground or allowing it to come in contact with gravel, crushed
stone, rocks, or other hard objects. Joint rings which have been
damaged in any way will not be accepted and shall not be
incorporated in the work.
SECT:ON 11-04_ALIGNMENT AND GRADE. Unless otherwise shown on
the plans, all vitrified clay pipe shalt be laid straight between
changes in alignment and at a uniform grade between changes in
' grade. All lines shall be laid so that each section between mar.
holes will lamp with a smooth curved invert. Sections of sewer
pipe between man hcles that do not meet alignment specification
'• herein and approval by the Project Engineer shall he removed and
reconstructed tc proper grade. Only the City Engineer has
authority tc accept improperly aliened pipe. City Engineer shall
' provide the Project Engineer with written conformation. of_mpro-
perly aligned pipe.
When. "batter board" alignment is used to determine and check pipe
grades, the Contractor shall erect substantial batter boards at
intervals of not more than 25 feet and not less than three batter
boards shall be maintained in proper position at all times when.
' trench grading is in progress.
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DIVISION 11 - VITRIFIED CLAY PIPE (SEWERS)
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The Engineer shall set off -set hubs only at each manhole for
horizontal and vertical control. The alignment, both horizontal
and vertical, shall be the Contractor's responsibility and ex-
pense, when "laser beam" and/or batter boards are used. The
Contractor's Unit Bid Price shall include all laying costs. The ,
Contractor is encouraged to use "laser beam" alignment equipment.
b C.1.11UN 11-u: N'AUTUKY-MOLDED PLASTIC JOINTS All instructions
and recommendations of the pipe manufacturer shall be observed
and followed. All joint surfaces shall be lubricated with the
lubricant furnished by -the pipe manufacturer immediately before
the joint is completed.
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DIVISION 11-A - P0LYv:NYLCHLORIDF PVC PLASTIC SF,iER P -PE
SECTION 11 -CIA: PVC PIPE AND FITTINGS. All PVC sewer pipe and
• fittings shall conform to the requirements of the latest revision
of ASTM specification3034 (PSM) and shall be nade of plastic
having a cell classification of 12454-B as defined in. ASTM D1784.
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SECTION 11-02A: JOINTS AND LENGTHS. All pipe shall be boltless
gasketed at each joint by use of a gasket type joint and integral
bell.
All pipe and fittings shall be tested in accordance with ASTM
Designations D2152 and D2444.
The Contractor shall, prior to delivery of pipe, provide the Own-
er's Engineer a copy of the manufacturer's test report or state-
ment by the seller, accompanied by- a copy of the test results,
that the material has been sampled, tested, and inspected. Each
certification shall be signed by an authorized agent of the sel-
ler or manufacturer.
SECTION 11-03A_ INSTALLATION. All plastic sewer pipe shall be
installed in accordance with AS_'M D232..-72 or the latest revi-
sion. Bedding and haunching materials used shall be Class II as
described in the "TRENCH DETAIL" of these APPENDIX Specifica-
tions. For installation near or below the ground water table,
Class I materials shall be used for the bedding, haunching, and
initial backfi__. This embedment shall extend from six (6)
inches below the pipe to six ;6Lnches above the pipe.
SECTION 11-04A: TFSTING.
A. INFILTRATION AND EXFILTRATION TESTS. After the pipe has been
laid and back -filled, al_ pipe sections shall. be tested for
tightness by air testing, infiltration, or exfiltration
tests. The maximum allowable amount of leakage shall be 100
gallons per day per inch -mile. The minimum time requirements
for air testing for a 0.5 psig pressure drop from 3.5 psig to
3.C psig shall not be less than that shown in the followinc
tables, between manholes:
Pipe Size Time
4 2.5 minutes
6 4.0 minutes
8 5.C minutes
10 6.5 minutes
12 7.5 minutes
15 9.5 minutes
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DIVISION 11-A - POLYVINYLCHLORIDE (PVC) PLASTIC SEWER PIPE
B ,
B.
DEFLECTION TESTS. The Contractor shall schedule and perform
a successful deflection test in the presence of the Engineer
after the pipe has been laid and back -filled. A mandrel
shall be pulled through each entire pipe section with a
maximum deflection not to exceed 5% of the pipe's internal
diameter.
SECTION 11-05A: WARRANTY For a period of not less than one
year from the date of acceptance by the Owner, the Contractor
shall be responsible for all repairs, replacements and other
costs, including replacement of all material, and all labor and
equipment, for successful operation of PVC Sewer System.
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D.V_SION 12 -_STANDARD MANHOLES
SECTION 12-Cl: STANDARD XANHCLES. All manholes shall be con-
structed complete with manhole frames and covers. Manholes shall
be constructed of precast concrete sections and/or cast -in -place
concrete manholes.
A. Materials.
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1. Concrete minimum compressive strength: 3,CC0 psi.
2. Minimum precast section wall thickness: 4-1/2 inches.
3. Reinforcement: As required to withstand handling,
erection, and temperature stresses.
' 4. Steps: Neenah R-1930-1 or approved equal.
5. Joints of precast sections: Sealed with mastic gasket.
6. Manhole's lid and ring: Bass and Hayes 250 pounds in
unpaved areas and 30C pounds in paved areas.
' B. Constructicn. All manholes are to be cast -in -place except in
areas where access by concrete trucks is impossible. In that
case, other types of manhole construction is permissible upon
written consent of the Owner's Engineer.
Manhole inverts shall be carefully constructed to maintain
' the proper velocities through the manhole, and in no case
shall the invert sections through the manhole be greater than
that of the outgoing pipe. The shape of the invert shall
' conform exactly to the lower half of the pipe it connects.
Side slopes shall be plastered, troweled, and brushed to a
smooth, clean surface.
' The main sewer shall be carried through manholes by split
pipe wherever practicable. Concrete filling between the sew-
er invert and wall of manholes shall be flush with the top
' edges of the invert and shall slope up from the invert at a
rate of three inches per foot.
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Where it is not practicable to use split pipe through man-
holes, due to breaks in grade or elevations cf incoming sew-
ers, the sewer invert shall be made of concrete deposited
between forms, or of brick on edge laid up in cement mortar.
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DIVISION 12 - STANDARD MANHOLES
Drop manholes and other special structures shall be built in
accordance with the drawings. All fittings, connections,
drops, concrete drop encasements and all other sewer pipe
appurtenances built into walls shall be provided.
Utilization of the existing manholes shall conform to the above
requirements for shaping the invert.
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DIVISION 13 ACCEPTANCE TESTS
SECT_ON 13-Cl: INFILTRATION-EXFILTRATION TESTS. After the
lines have been installed, manholes constructed, and some time
allowed for ditch settlement, but before final repair of paved
streets or final cleanup has been made, the Contractor shall
conduct infiltration-enfiltration tests by use of one of the
following procedures:
A. Water Tests. Under this method, the Contractor shall test
the lines by blocking off the various sections of pipe, `_fil-
ling the lines with water and measuring the leakage. The
tests shall be conducted and the allowable leakage shall con-
form to the rates as set out in ASTM C-425 with the following
changes. The exfiltratior. shall not exceed 1CC gallons per
day, per inch of pipe diameter, per mile of pipe. All pipe
joints shall be subject to a minimum of ten feet head during
the test procedure.
B. Air Tests._ Under this method, the Contractor shall conduct
low pressure air tests of the various sections of pipe by use
of equipment manufactured for this purpose. The equipment
shall include a regulator to avoid "over -pressurization" and
damaging an otherwise acceptable line. The equipment used
shall be identical or equal to the "Air -Loo" system as manu-
factured by Cherne Industrial, Inc., Hopkins, Minnesota.
The low pressure air test shall be conducted by plugging each
opening in the reach of the pipe to be tested. All plugs
shall be braced against slippage due to internal pressure.
One of the plugs provided must have an inlet tap or other
provision for connecting an air hose. After the air control
equipment is connected to the air hose, the air pressure
shall be monitored so that the internal pressure does not
exceed 5.0 psig. After reaching 4.0 psig the air supply
shall be throttled to maintain between 4.0 and 3.5 psig for
at least two minutes in order to allow ecuilibrium between
air temperature and the pipe walls. During this time, all
plugs shall be checked tc detect any leakage. If plugs are
found tc leak, the air shall be bled off, the plugs tigh
tened, and air supplied again. After the temperature has
stabilized, the pressure should be allowed to decrease to 3.5
psig. At 3.5 psig, timing shall begin to determine the time
required for the pressure drop to 2.5 psig. If the time, in
minutes, for the air pressure to decrease from 3.5 psig to
2.5 psig is greater than that shown in the table below, the
pipe shall be determined free of defects.
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PryisiON 13 - ACCEPTANCE TESTS
PIPE SIZE MINIMUM TIME
inch (minutes)
6 3.0
8 4.0
10 5.5
12 5.5
15 7.5
18 8.5
21 10.0
24 11.5
30 14.5
If by use of the procedure a faulty section of line is found, ,
that section of line shall be tested at 20 foot -intervals to
determine the exact location of the leakage; If a section of
piping is found to be leaking, the exact source of the leak
shall be determined, a repair made, and the entire section
retested.
SECTION 13-02: LAMPING. Each section of the sewer line between
manholes is required to be straight and uniformly graded. Each
section will be lamped by the Engineer. Any segment of the line
not to true grade will be removed and replaced by the Contractor
at the Contractor's expense.
All defects in the sewers shall be repaired to the satisfaction
of the Engineer and the City of location of the project.
SECTION 13-03: SMOKING. The Engineer has the option to smoke -
test
any sewer line (new or existing) within the project. The
Contractor shall furnish all, labor and material for the purpose
of this test. The Contractor shall repair all leaks revealed by
the test at his own expense (new lines). I
SECTION 13-10: PROOF OF ACCEPTANCE. The Contractor shall fur-
nish the Engineer with proof of acceptance by all Governing
bodies.
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!IIVISION :4 - ARMCO TRUSS PIPE
SECTION 14-01: SCOPE. This specification covers the recommended
practice for laying, back_illinc, patching, and testing Armco
truss pipe and fittings.
SECTION 14 02: MATER: AL SPEC_=ICATION_S. Al: material shall
conform to ASTM standard specifications for truss pipe.
SECTION 14-33: RECCMMENDED PRACTICE FOR PE^DING AND BACKFILLING.
A. Trench Construction_ Trench width control is not critical
for pipe performance as long as sidewa::s are properly built
' and trench walls are of suitable soil. Side -fill construc-
tion should be extended 2-1/2 pipe diameters each side of the
center line, or to the trench wall, whichever is less.
B. Bedding. A minimum 3 inch cushion helps grade the sewer and
provides an improved bed support under the pipe. Be sure
this bed uniformly supports the pipe along the line.
' C. Backfillin--L Cover the pipe 12 inches above its top with
specified material and soil construction.
' SECTION 14-34: JO:NTING. All joints shall be solvent weld type.
Allow primer sufficient time to soften the interference fit in
the bet: and spigot. Scrub the primer :n on the bell. Apply
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cement normally and join the sections. Avoid disturbing the
joint afterward.
' SECTION 14=C5: LASER BEAM ALIGNMENT__ It is mandatory that
adequate blower capacity be provided. Fumes from curing joints
tend to deflect the bean, thereby causing variance to the
intended line and grade.
' SECTION _4-35: MANHOLE CCNNECTION_
IA. Manhole Water St -o . Manhole water stops shall be obtained
`rcm Armco Steel Corporation or be an .'oproved equal
B. Placing. Place stop near center of manhole wa.
C. Tighten steel band to assume positive seal against pipe
outside.
SECTION 14-07: PATCHING. All patching shall be made in
' accordance with manufactsrer's recommendation. Under no
circumstance is a patch to be placed on pipe in which both the
inner and outer walls have been punctured.
' SECT:CV14 14-08: CONCRETE ENCASEMENT._ Under no circumstances
should truss pipe be encased in concrete.
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D:VISION 15= LOW PRESSURE AR TEST OF SANITARY SEWER PIPE LINES
' SECTION l.5-31: SCOPE. This specification covers the recommended
practice for testing gravity f:nw sanitary sewer lines, when
using the low-pressure air test method to demonstrate the inte-
' grity of the installed material and construction procedures.
This specification is for use in testing 4 through 24 inch sani-
tary sewer lines.
• SECTION 15-02: SUMMARY OF METHOD. The section of sewer line to
• be tested is plugged. Low-pressure air is introduced into the
plugged line. The amount and rate of air loss is used as an
' acceptance test for the section being tested.
SECTION 15-03: SAFETY.
A. The air test may be dangerous if, because of ignorance or
carelessness, a line is improperly prepared.
• B. All pneumatic plugs should be seal -tested before beir.q used
• in the actual test installation.. One length of the pipe
shall be laid on the ground and sealed at both ends with the
' test plugs to be checked. The sealed pipe shall be pressur-
ized to 5 psig (34 kPa). The plugs shall hold against this
pressure without bracing and without movement of the plugs
out of the pipe.
C. As a safety precaution, pressurizing equipment shall have a
regulator or relief valve set at a maximum of 10 psi (69
kPa).
SECTION 15 04: PREPARATION OF THE SEWER LINE.
A. Flush and clean the sewer line prior to testing.
B. Plug all pipe outlets to resist the test pressure. Give spe-
cial attention to stoppers and laterals.
SECT:CN_ 15-05: __ PRCCEDURER .
A. Determine the test duration for the section under test in
accordance with Table No.-.
B. Add air until the internal air pressure of the sewer line is
raised to approximately 4.0 psi (28 kPa) gauge. After an
internal pressure of approximate y 4.0 psi is obtained, allow
at least two minutes for the air pressure to stabilize. (The
pressure will ncrmally show some drop until the temperature
of the air in the test section stabilizes.)
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DIVISION 15 - LOW PRESSURE AIR TEST OF SANITARY SEWER PIPE LINES
C. When the pressure has stabilized and is at or about the
starting test pressure of 3.5 psi (24 kPa) gauge, commence
the test. Before the starting of the test, the pressure may
be allowed to drop to 3.5 psi. Record the drop in pressure
for the test period. If the pressure has dropped more than
1.0 psi (7 kPa) gauge during the test period, the line is
presumed to have failed. The test may be discontinued when
the prescribed test time has been completed even though the
1.0 psi drop has not occurred.
D. If the pipe to be tested is submerged in ground water, deter-
mine the back pressure due to ground water submergence and
increase all gauge pressures in the test by this amount.
This test procedure may be used as presumptive test which
enables the installer to determine the acceptability of the
line prior to backfill and subsequent construction
activities.
TABLE No. 1
MINIMUM TIME
PIPE SIZE (minutes)
4 INCH 2,0
6 INCH 3.0
8 INCH 4.0
10 INCH 5.0
12 INCH 5.5
15 INCH 7,5
18 INCH 8.5
21 INCH 10.0
24 INCH 11.5
SECTION 15-06: ACCEPTANCE
A.If the test section fails to meet the requirements in Section
15-05.C, the Contractor shall, at his expense, determine the
"source of leakage. He shall then repair or replace all defective
materials and/or workmanship,
B. It is suggested that the first section between manholes be
tested. This will permit the Engineer to observe the tight-
ness of joints and quality of workmanship. The Engineer will
determine the frequency of additional testing required.
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D:VISION 20 - STREET_ SPECIF:CAT:CNS FOR CITY CF FAYETTEVILLE
' SECTION 20-01: R:GiT-CF_WAY REQU:REMENTS.
A. Residential Street: Fifty (50) feet.
B. Collector Street: Sixty (6C) feet.
C. Minor Arterial: Eighty (80) feet.
D. Principal Arterial: Eighty (83) feet.
' SECTION 20-02: STREET WIDTH.
A. Residential Street: Thirty-one (31) feet back to back of
curb.
' B. Collector Street: Forty-five (45) feet back to back of curb.
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C. Minor Arterial: Forty -five -(4E feet back to back of curb
unless Federal and/or State Eichway Department funds are
used; then the requirement becomes forty-nine (49) feet back
to back of curb ;four twelve -fact lanes).
D. Principal Arterial: Same as Minor Arterial.
SECTION 20-03: SUB -BASE PREPARATICN. The new street shall be
cut to and/or filled to the subgrade contained .n the encineerir.c
plans and profiles. The sub -base must be rolled and compacted to
95 percent standard proctor density and:oplasticity index. The
moisture content shall be the optimum based on soil type an
laboratory test results.
SECTION 20-0-4_ _ BASE M.ATER=AL. The base material shall be a
minimum of six (6) inches of SB-2, unless otherwise stated in Bid
Items.
SECTION 20-05: BASE MATERIAL PREPARATION.
A. The SE -2 shall be moi3tened to optimum water content
(verified by laboratory test results) and rolled and
compacted to ninety-five percent (95%) modified proctor
density and 1C plasticity index.
B. After the SB-2 has cured to optimum strength (minimum of
seventy-two (72; hours), apply a coat of prime oil (MC30 or
equivalent; at the rate of .25 gallons per square yard.
Allcw prime oil to thoroughly penetrate (minimum penetration
time of twenty-four (24; hours) before paving.
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DIVISION 20 - STREET SPECIFICATIONS FOR CITY OF FAYETTEVILLE
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SECTION 20-06: SURFACE COURSE.
A. For grades of ten percent (10% or less, the street surface
shall be two inches (2") of asphalt cement concrete hot mix
after compaction.
B. For grades in excess of ten percent (10%), the surface course
shall be six inches (6") of portland cement concrete (five
and one-half (5-1/2) bag mix) with a twenty-eight (28) day
cured strength of 4200 psi. See Division 22 for Concrete
Street Specifications.
C. Grades in excess of fifteen percent (15%) shall not be '
permitted exceeding three hundred (300) linear feet.
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SECTION 20-07:
COMPACTION. All sub -base,
be rolled and compacted with a
tons.
base,
roller
and asphalt
weighing at
surface shall
least eight (8)
SECTION 20-08:
CURBS AND GUTTERS. Required on
See standard detail sheet for shapes,
both
etc.
sides of all
new streets.
SECTION 20-09: SIDEWALKS.
A. Residential Streets: Four (4) feet wide sidewalks required
on one side of street.
B. Collector Streets and Commercial Zones: Five (5) feet wide
sidewalks required on both sides of the street unless
otherwise shown on Engineering plans and profiles.
C. Arterial Streets: Same as Collector.
SECTION 20-10: DEDICATED STREETS. All dedicated streets will be
constructed according to the Engineering plans and profiles
approved by the Street Superintendent. The construction process
shall be supervised by a registered Professional Engineer
commissioned by the developer.
"SECTION 20-11: CONCRETE STRUCTURES. See Division 21 of these
specifications.
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SECTION 20-12: GENERAL COMMENTS. Regarding construction - see
Division 21 of these specifications.
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DIVISION 2n - STREET SFECIFICATroNS FOR C: TY OF FAYETTEVILLE
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' SECTICN 20-13: STREET EXTENSION. The extension of any existing
street regardless of condition or construction methods and
techniques previously employed, shall be constructed in full
compliance with these new specifications.
SECTION 2C-14: SUB -BASE PREPARATION. The following test
procedures shall apply to both Section 20-03, "Sub -Base" and
Section 20-05, "Base" of these specifications. Density tests or.
the sub -base shall be performed by the following methods:
A. A minimum of three (3) standard densities shall be performed
' on any continuous prepared stretch of sub -base equaling less
than 900 linear feet.
B. A minimum of one (1) standard density shall be performed
every 300 linear feet on any prepared stretch of continuous
sub -base greater than 900 linear feet.
C. A minimum of three (3) standard densities shall be performed
by personnel cf a soils testing laboratory.
'• C. All base and sub -base ;hillside or other; shall he compacted
in layers not exceeding 6" in the compacted state and shall
be tested as stated in Section 20-14.A, B, and C above.
E. All proctors and testing shall be performed in the presence
of the Fayetteville City Street Department representative.
The cost of said testing and proctors shall NOT be an expense
to the Contractor.
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DIVISION 2l - GENERAL COMMENTS RE GARD:NG CONSTRUC_ION
SECTION 21-01: WARPED CR SLOPING SECTIONS. Warped or sloping
sections will not be permitted.
SECT:ON 21-C2: BANKS. All banks behind curbs will be back -
sloped at a ratio of three to one (3 to 1) to the Right-cf-Way
line.
SECTION 21-03: NATURAL DRAINAGE. Natural drainage will be
adhered to by incorporating street underdrains or by rechanne_'_nq
natural ditches into improved drainage easements.
SECTION 21-04: STREET INSPEC^_:CNS. The Supervising Engineer
will accompany the Street Superintendent on inspections, and the
proctor densities and plastic index tests will be conducted in
the presence of the Street Superintendent. The testing lab per-
forming the field tests snail provide the Project Engineer with
certified test results immediate_y following field tests. These
three inspections are to be performed by the Street Superinten-
dent or his designated representative during the constructicn
process, as follows:
A. After all streets have been cut to subgrade and the sub -base
has been prepared.
B. After curbs and
C. Upon completion
cleanup.
SECTION 21-05: ENG
required from the
released.
gutters and base material. is instalIed.
of paving, all construction, bac.k_ill, and
INEER:NG CERTIF_CATION. Certification will be
Supervising Engineer before lots will be
SECTION 21-06: UTILITIES' COVERAGE Al: utilities, including
service connections, will have a minimum of four feet (4') of
cover, or two feet (2') below the floor of all drainage ditches
and all improved drainage easements, or two feet (2') below the
floor of all street drainage structures and street paving. Util-
ity lines with less than two feet (2') cover under street paving
shall be encased in concrete from one foot (1') outside each back
of curb.
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DIVISION 22 - CONCRETE STREET IMPROVEMENTS MINIMUM
SPECIFICATIONS FOR CITY OF FAYETTEVILLE
SECTION 22-01: SCOPE. The specifications are Intended to
express minimum design and construction requirements of
Fayetteville City Ordinance No. 1790 for concrete street
improvements.
SECTION 22-02: CONCRETE STREET STRUCTURES. All concrete street
structures described on the attached diagrams and included in
these specifications shall be constructed of 4200 psi Portland
cement concrete at 5 1/2 bag mix in 28 days. Concrete shall be
troweled and shall have a light broom finish with application of
white pigment curing compound to serve as a method of curing.
SECTION 22-03: SUBGRADES. All subgrades shall be prepared by
the Contractor to a grade plus or minus one inch (1") within the
finished grade.
SECTION 22-04: MINIMUM THICKNESS OF SIDEWALKS AND DRIVES.
Minimum thickness of sidewalks shall be four inches (4").
ti Residenal driveways shall be a minimum of four inches (4") with
either four inches (4") of compacted base or 6" X 6" 10 gauge
reinforcing web.
inches (6") with
gauge reinforcing
SECTION 22-05:
sidewalks shall
minimum of five
profiles.
Commercial driveways shall be a minimum of six
six inches (6") of compacted base or 6" X 6" 10-
I web.
MINIMUM WIDTH OF SIDEWALKS. Residential
be four feet (4') wide. All others shall be a
feet (5') unless otherwise shown on plans and
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DIVISION 22 - CONCRETE STREET IMPROVEMENTS MINIMUM
SPECIFICATIONS FOR CITY OF FAYETTEVILLE
SECTION 22-06: PLACEMENT OF CONCRETE PAVEMENT. All concrete
street pavement shall be placed mechanically with equipment
approved by the Consulting Engineer for the Street Department.
All concrete street construction procedures and details shall be
in strict accordance with Portland Cement Association (PCA)
Publication IS119.02P, "Suggested Specifications for Construction
of Concrete Streets", unless otherwise approved by the Consulting
Engineer for the City Street Department. Concrete for the pave-
ment
shall be non -reinforced and shall have a 28 day compressive
strength of 4,200 psi when cured and tested in accordance with
AASHO T22, or ASTM C39; and AASHTO T23 or ASTM C31. The concrete
shall be placed six inches (6") in thickness, plus or minus 1/4
inch, plus any additional depth required as a result of surface
deficiencies in the subbase. The average thickness of the
concrete shall not be less than six (6) inches, and any thickness
in excess of six and one-fourth (6-1/4) inches shall be rounded
to six and one-fourth (6-1/4) inches for computing the average
thickness. All concrete with a thickness less than five and
three-quarters (5-3/4) Inches shall be removed and replaced at
the discretion of the Consulting Engineer for the City Street
Department. All streets shall have a concrete curb and gutter on
each side unless otherwise shown.
SECTION 22-07: EXPANSION JOINTS.
A. JOINTS. Expansion and construction joints shall be placed '
as indicated on the plans. In addition, traverse
construction joints shall be placed wherever the placement
of concrete is suspended for 30 minutes or longer.
Transverse contraction joints shall be placed normal to the
centerline of the pavement at intervals not to exceed 15
feet. A longitude contraction joint shall be placed along
the centerline of pavement whenever the concrete is poured
continuously across the full width of the street.
B. TRANSVERSE CONSTRUCTION JOINTS. Transverse construction '
joints shall consist of a butt joint formed the full depth
of the slab with either keyways or dowels one inch in
diameter placed in a manner shown on the plans or in
accordance with joint type "B" or "E" as shown in Portland
Cement Association Publication IS211.01, "Concrete Streets:
Typical Pavement Sections and Jointing Details:
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DIVISION 22 - CONCRETE STREET IMPROVEMENTS MINIMUM
SPECIFICATIONS FOR CITY OF FAYETTEVILLE
C. TRANSVERSE CONTRACTION JOINTS. Transverse contraction
joints shall be formed in accordance with Section 902 of the
previously referenced PCA Publication I9119.02. When curbs
and gutters are used adjacent to the pavement edges, all
transverse joints shall continue through the curbs and
gutters.
D. LONGITUDINAL JOINTS. Longitudinal joints shall be either a
construction joint formed by casting the concrete in
segments, or formed by creating a plane of weakness in
accordance with Section 905 of the PCA Publication IS119.02.
Longitudinal joints, whether it is formed as a construction
joint or formed as a weakened plane, shall be tied together
with #4 deformed bars 30 inches long, placed at 36 inch
intervals.
SECTION 22-08: TURN RADII. Two No. 4 (#4) reinforcing bars
shall be placed horizontally in all turn radii. Turn radii will
be bid at the same price as curb and gutter when the curb and
gutter is 100 linear feet or longer.
SECTION 22-09: POZZILITH. Pozzilith shall be added when
directed by the Street Superintendent for better workability.
SECTION 22-10: TEMPERATURE DURING CONCRETE POURING_ Temperature
shall be 35 degrees Fahrenheit and rising before any type of
concrete pouring will take place. Methods of heating or covering
the surface of the concrete must also be provided by the
Contractor when adverse weather conditions prevail.
SECTION 22-11: VIBRATOR. A vibrator shall be used at the
I direction of the Street Superintendent when pouring concrete of
any type.
SECTION 22-12: BIDDER RESPONSIBILITY. The successful bidder
will be responsible for supervision of his crews. The Street
superintendent or his designated representative will only perform
an Inspection after the grade is established on all jobs.
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D;V_EION24 - 3=ORM DRAINAGE OR STORM SEWERS
SECTION 24-Cl: STCRM DRAINS. Storm drains shall not collect or
transport any sanitary sewage.
SECTION 24-02: NATURAL DRA:NAGE. All natural drainage shall be
adhered to.
SECTION 24-C3: STORM DRAINAGE DESIGN. All storm drainage shall
be designed for the twenty-five (25) year flood plane, unless
otherwise noted on the plans and profiles.
SECTION 24-04: CONCRETE PIPE REQUIREMENTS. Class II reinforced
concrete pipe conforming to ASTM C-76 shall be used. The minimum
size permitted shall be fifteen (15) inches inside diameter.
SECTION 24-05: CORRUGATED METAL PIPE. 16 gauge under street
paving and 1S gauge other places.
SECTION 24-06: SURFACE DRAINAGE. Seven hundred (7C0) linear
feet shall be the maximum distance to carry surface drainage cn
the street surface. Then the drainage must be collected in curb
JU drop inlets, catch basins, etc. and storm drained to a natural
drainage channel.
SECTION 24-C7: S?EC=AL GASKETING AND SEALING MATERIALS. Special
gasketinq and sealing materials shall he used at all pipe joints
and plugs to prevent infiltration into storm sewer. Procedure
and materials shall be proven and acceptable in quality.
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DIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
II SECTION 30-01: DESCRIPTION. This item shall consist of a base
course constructed on the completed and accepted subgrade in
accordance with these specifications and in conformity with the
lines, grades, compacted thickness and typical section shown on the
plans or as directed by the Engineer.
SECTION 30-02: MATERIALS. Materials used in the mixture shall
conform to the following requirements:
A. Acgregate. Crushed stone shall conform to the requirements
)■ specified in Subsection 306.02 of Section 306: Crushed Stone
I' Base Course, of the Standard Specifications, edition of 1978,
for Class SB-2, provided therein.
B. Cement. Cement shall conform to the requirements for Portland
cement, Type I, AASHTO M85.
C. Water. The water for the base course shall be clear, clean,
and free from injurious amounts of oil, salts, or other
deleterious substances, and shall not contain more than 1000
parts per million of _chlorides. If the water is of
questionable quality, it shall be tested in accordance with
the requirements AASHTO T26.
D. Asphalt.
1. Emulsified asphalt shall conform to the requirements of
Subsecticn 433.03 ;3) for grade SS -1.
2. Medium curing cutback asphalt shall conform to the
requirements of Subsection 403.03 (b) for the grade
selected by the Engineer.
3. Rapid curing cutback asphalt shall conform to the
requirements of Subsection 403.03 (a) for the grade
selected by the Engineer.
D The type of asphalt used for the protection and cover for the
cement treated base course will be at the cption of the Contractor,
subject to the Engineer's approval.
SECTION 30-03: LABORATORY TESTS AND CEMENT CONTENT.
A. Cement Content. The quantity of cement, approximately 5% to
8% by weight to be used with the aggregate and water, shall be
determined by the Engineer. The moisture in the :nix shall be
maintained within a range of (+/-) 1% of optimum.
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DIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
B. Laboratory Tests. Specimens of aggregate, cement and water
must develop a compressivestrength of at least 650 psi in 7
days.
SECTION 30-04: CONSTRUCTION METHODS. ,
A. Weather Limitations. The cement -treated base shall not be
mixed or placed while the atmospheric temperature is below 35°
Fahrenheit within 24 hours, or when the weather is foggy or
rainy. The temperature requirements may be waived, but only
when so directed by the Engineer.
B. Equipment. All methods employed in performing the work and
all equipment, tools, other plants, and machinery used for
handling materials and executing any part of the work shall be
subject to the approval of the Engineer before the work is
started. If unsatisfactory equipment is found, it shall be
changed and improved. All' equipment, tools, and plants must
be maintained in a satisfactory working condition.
C. Forms. When forms are required, they may be of wood or metal
and shall be placed to line and grade as staked by the
Engineer. Wood forms shall not be less than 12 feet in length
and shall have a width equal to the compacted depth of the
base. The thickness shall be sufficient to maintain good
alignment. All form lumber shall be of good quality,
straight, well seasoned, clean, and free from defects which
would impair its usefulness. Warped, split, worn or otherwise
defective forms shall be discarded.
Steel forms shall be of a section commonly required for
portland cement concrete pavement. They shall be of depth at
,
least equal to the edge thickness of the work prescribed.
They shall be straight and shall have a minimum section length
of 10 feet.
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When directed by the Engineer, solid forms will not be
required. In such cases, the spreading equipment and supply
of base mixture shall be such as will permit the continuous
and satisfactory spreading of material for one or two-lane
construction and compaction to the proper thickness and
contour. -
D. Preparing the Subgrade. The subgrade shall be prepared in
accordance with the typical sections on the plans before the
base course is placed thereon.
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DIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
Grade control between the edges of the pavement shall be
accomplished by grade stakes, steel pins, or forms placed in
lanes parallel to the centerline of the roadway and at
intervals sufficiently close that string lines or check boards
may be placed between the stakes, pins, or forms.
To protect the subgrade and to ensure proper drainage, the
spreading of the base shall begin along the centerline of the
lU pavement or. a crowned section or on the high side of the
pavement with a one-way slope.
IIE. Co-npaction and Surface Finish. The mixture shall be compacted
to a density, as determined by AASHTC T191, or not less than
95 percent of the maximum density obtained by AASHTO T134.
• The moisture content of the mixture during compaction shall
• not vary more than five (5%) percent from the optimum moisture
as determined by AASHTO T134.
The surface of the treated roadway shall be reshaped to the
required lines, grades and cross sections after the mixture
has been compacted. It shall then be scarified lightly to
loosen any imprints left by the compacting or shaping
equipment and rolled thoroughly. The operation of final
rolling shall include the use of rollers of the pneumatic tire
type. The rolling shall be done in such a manner as to
produce a smooth, closely knit surface, free of cracks, ridges
or loose material conforming to the crown, grade, and line
shown on the plans.
The density, surface compaction, and finishing operation shall
not require more than two (2) hours.
Water shall be added if necessary, during the finishing
operation in order to maintain the mixture at the proper
moisture content for securing the desired surface.
Areas inaccessible to rollers or finishing and shaping
equipment shall be thoroughly compacted tc the required
II density by other approved compacting methods and shaped and
nn finished as specified.
F. Joints. As soon as final compaction and finishing of a
section has been completed, the base shall be cut back
perpendicular tc the centerline to a point where uniform
II D cement content with proper density has been attained and where
the vertical face conforms to the typical section shown on the
plans.
II
0
3
a
I
DIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
G. Surface Test. The finished surface of the stabilized base
course shall conform to the general surface provided for by
the plans. It shall not vary more than one-fourth inch (1/4")
from a ten -foot straight edge applied to the surface parallel
to the centerline of the roadway, nor more than one-half inch
(1/2") from a template conforming to the cross section shown
on the plans.
H. Protection and Curing. After the base course has been '
finished as specified herein, it shall be protected against
drying for seven (7) days by the application of bituminous
material. The curing methods shall begin as soon as possible,
but no later than twenty-four (24) hours after the completion
of finishing operations. The finished base course shall be
kept continuously moist until the curing material is placed.
The bituminous material specified shall be uniformly applied
to the surface of the completed base course at the rate of
approximately 0.2 gallons per square yard using approved
heating and distributing equipment. The exact rate and
temperature of application to give complete_ coverage without
excessive run-off shall be as specified by the Engineer.
At the time the bituminous material is applied, the surface
shall be dense, free of all loose and extraneous material, and
shall contain sufficient moisture to prevent penetration of
the bituminous material. Water shall be applied in sufficient
quantity to fill the surface voids immediately before the
bituminous curing material is applied.
Should it be necessary for construction equipment or other
traffic to use the bituminous -covered surface before the
bituminous material has dried sufficiently to prevent pickup,
sufficient granular cover shall be applied before such use.
The curing material shall be maintained and applied as needed t
by the Contractor during the seven-day protection period so
that all of the base course shall be covered effectively
during this period.
Finished portions of base course that are used by equipment in
construction of an adjoining section shall be protected in
such a manner to prevent equipment .from marring or damaging
the completed work.
When the air temperature may be expected to reach the freezing ,
point, sufficient protection from freezing shall be given the
base course for seven days after its construction and until it '
has hardened.
I
I
Efl
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I
I
I
DIVISION 30 - CEMENT TREATED CRUSHED STONE BASE
i. Cold Weather Protection. During cold weather, when air
temperature may be expected tc drop below 35 degrees F, a
sufficient supply of hay, straw, or other material suitable
for cover and protecting nrev_cusly placed material shall be
provided at the site. Any base which has beer. damaged by
freezing, or otherwise, shall be removed and replaced by the
Contractor at his own expense.
J. Tolerance in Base Thickness. The base course shall be
constructed in accordance with the typical sections on the
plans (+/-) 1/2 inch in thickness. Sections over 1/2 inch
deficient in thickness shall be removed and replaced at the
Contractor at his own expense. No payment will be made for
materials place ir. excess of planned thickness.
SECTION 30-05: MAINTENANCE: The Contractor shall, within the
limits of the contract, maintain the stabilized base material in
good condition until all work has been completed and accepted by
the Owner. Maintenance shall include immediate repairs of any
defects that may occur. This work shall be done by the Contra-ctor
at his own expense and repeated as often as may be necessary to
keep the area continuously intact. Faulty work shall be replaced
for the full depth of treatment. The contractor shall construct
the plan depth of cement treated base in one homogenous mass. The
addition of thin stabilized layers will not be permitted in order
to provide the minimum specified depth.
SECTION 30 CE: METHOD OF MEAS RE KEN:. Work completed under this
item shall be measured by the square yard, as shown on the plans.
Quantities shown on the plans and in the proposal shall be
considered as final quantities and no further measurement will be
required unless the alignment is revised during construction.
Final quantities will be revised if, in the opinion of the Engi-
neer or upon evidence furnished by the Contractor, substantial
variations exist between quantities shown on the plans and actual
quantities due to changes in alignment or apparent errors.
SECTION 30-07: BASIS OF PAYMENT. Work completed and accepted
under this item and measured as provided above shall be paid for at
the contract unit price bid per square yard for cement treated
crushed stone base course, which price shall be full compensation
for furnishing all materials, for mixing, hauling, placing,
rolling, finishing, and curing; and for all labor, tools,
equipment, and incidentals necessary to complete the work.
67
I
APPENDIX TO SPECIFICATIONS
I' WATER SYSTEM DETAIL INDEX
SHEET NO. SHEET NAME
II1 Typical Service Setting
2 Typical Service Connection & Water Setting
ffl (Type I)
3 County Road and Driveway Replacement
(Type II)
4 Bituminous Concrete Road Replacement Detail
0 6 Air Release Valve Detail
7 Gate Valve Detail
8 Fire Hydrant Detail
10 Blow -Off Detail
I' 11 Thrust Blocking For Pipe Fittings
11-A Concrete Thrust Block Detail
ffl 11-B Thrust At Pipe Bends
11-C Resultant Thrust Of Water Under 100 psi
Pressure At Bends And Fittings
12 Concrete Thrust Anchor
(I 13 Buried Creek Crossing
14 Steep Draw Crossing
15 Concrete Encasement
16 Trench Detail
17 Highway Bore and Casing Detail
SANITARY SEWER DETAIL INDEX
SHEET NO. SHEET NAME
1 Typical Trench
2 Concrete Manhole
3 Encasement Pipe
4 Buried Creek Crossing
5 Cleanout
6 Pier Detail
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Shea/
6'MAX. WIDTH MILHOLLAND COMPANY
FOR PAVEMENT Engineering 8 Surveying
SAW CUT 205 West Center Street
Fayetteville, Arkansas 72701
FOR- Office Phone (501) 443.4724
REPAIRS EKISTM4G CONCRETE OR BITUMINOUS
CONCRETEDRIVEWAY
HIGHWAYS.
CHIP AND.
SEALCOUNTY
FOR -
TRENCHES I
I- j \ -- T• VARIABLE THICKNESS
12" MIN. UNDISTURBED TIMCKNESS • 11/2 T FDR BITUMINOUS
BANK CONCRETE DRIVEWAYS.
(MIN. 2" THICKNESS)
I
w • T+2" FOR CONCRETE
DRIVEWAYS, WAIN. 5")
11
• 3N MIN. HOT OR COLD
BITUMINOUS- MIX FOR
COUNTY HIGHWAYS AFTER
COMPACTION OF BASE.
COMPACTED SB-2
UTILITY PIPES
-NOTAC L� I. BITUMINOUS CONCRETE REPLACEMENT MATERIAL SHALL MEET TIE
REQUIREMENTS OF SECTION 408 OF THE STANDARD SPECIFICATIONS
fOR HIGHWAY CONSTRUCTION, ARKANSAS STATE HIGHWAY COMMISSION,
EDITION OF 1878,
2. CONCRETE SHALL HAVE A MINIMUM 26 DAY COMPRESSIVE STRENGTH
OF 4200 P.S.1.
TYPE I ROAD CROSSING
CONTRACTOR'S OPTION'
BORE PER AHTD SPECIFICATIONS FOR
SAME BID PRICE AS OPEN 6' CUT
COUNTY HIGHWAAY AND DRIVEWAY REPLACEMENT DETAIL
Sheet 2
M►LHOLLANI) COMPANY
Engineering & Surveying
205 West Center Street
Fayetteville. Arkansas 727C1
Office Phone (501) 443-4724
6r COMPACTED SO -2
SELECTED BACK -
FILL MATERIAL
PER SPECS
EXISTING GRAVEL SURFACE
COMPACTED MATERIAL
REMOVED FROM TRENCH
MIN. I2'r
UTILITY PIPE
MIN. 6"
/ WARES -f
COMPACTED FOR LATERAL AND
VERTICAL STABILITY OF MAIN.
NOTE TRENCH SETTLEMENT TAKES PLACE; IT IS -TO BE REFILLED WITH SB-2,
TYPE It ROAD CROSSING
GRAVEL ROAD AND DRIVEWAY REPLACEMENT DETAIL
_ .Sheer 3
6x6/6-6 W.W.M. (MIN.)
SAW CUT
MILHOLLAND COMPANY
Engineering & Surveying
205 West Center Street
Fayetteville, Arkansas 72701
Office Phone (501) 443-4724
2"-3" HOT MIX BITUMINOUS
CONCRETE LAYER TO MATCH
EXISTING SURFACE.
SAW CUT
PRIME COAT ; . ► . • , ► ••
CONCRETE - ► ►•..► ► .. •, ►' . ► •• • •
I(1 c
4' MAX.
COMFl1CTED SO -2
UTILITY PIPE
NOTES: I. RITUMINOUS CONCRETE REPLACEMENT MATERIAL SHALL MEET THE
REQUIREMENTS OF SECTION 406 OF THE STANDARD SPECIFICATIONS
FOR HIGHWAY CONSTRUCTION, ARKANSAS STATE HIGHWAY COtAMISSION,
EDITION OF 1978.
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH
OF 4200 P.S.I.
TYPE III ROAD CROSSING
CONTRACTOR'S OPTION:
BORE PER A'rITD SPECIFICATIONS FOR
SAME BID PRICE AS 6' CUT.
BITUMINOUS CONCRETE ROAD REPLACEMENT DETAIL
511661 4
MILHOLLAND COMPANY
Engineering & Surveying
205 Wesl Center Street
Fayetteville, Arkansas 72701
Office Phone (501) 443-4724
DRILL (5) t/2" AIR HOLES IN LID
FINISHED ORADE
C.I. COVER (CLAY a BAILEY P. 1341 )
-' — allll_IIII_ Get'
IlIl
1L Securely attach Tracer Wire to Pipe
le"
11L� I" OALV. RETURN W / 1� MESH
__
1" FORD �—,,� COPPER SCREEN SOLDERED TO
n 811-444 llllt OPEN END
_ Ball Curb/r1 GALV.
Stop or l PIPE Is 34" METER BOX
Equal
RACER WIRE DRILL I/S" HOLE
I" s 24" GALV.60NC.
_
I" fE. PIPE ( MIN.) urn( I APCO I" AIR RELEASE VALVE
OR EQUAL,"/3/32' Orifice.
so -1
I" P.E-I
COMPRESSION
TO IRON PIPE UNDISTURBED SOIL
ADAPTOR
MAIN CONNECTION TO SE
TYPICAL 1" CORPORATION
NOTE: 1. AIR RE:,EASE TO BE INSTALLED ADJACENT TO WATER MAIN OUT OF TRAFF_C.
2. BID UNIT PRICE SHALL INCLCDE AL:, LABOR AND MATERIALS FOR SUCCESSFUL
INSTALLATION CF AIR FELEASE, INCLUDING BRASS SEF'V:CE SADDLE,
' COPFORATION STOP, 1" PIFFS, VA:,VES, BOX WITH LIE, OTH:,R ESSENTIAL
ITEMS SHOWN AND NOT SHOWG.
3. .•'=TF.R BOX AND AIR RELEASE VALVE SHALT. BE SET F:J:MB.
A. METER BCX - BASS AND HAYES 34E.
AIR RELEASE VALVE DETAIL
Sheet 6
516N KALEV 1O KOAP—+ i t5rANOAKO "WANK VALVE"
• SIGN 556UML`LY ATTACHED
I MIN 130LfS cY NUTS
'fO PO5t MILHOLLAND COMPANY
-- 5'IANVARD I•IEAVY aU1Y Engineering & Surveying
• Mt1AL St'' 90St
Z 205 West Center Street
20 5QUA T I Fayetteville, Arkansas 72701
_ I Office Phone (501) 443-4724
24 ■ 26 s C
U
`I
VALVE BOX TO BE
SUPPORTED BY
COMPACTED FILL
TRACER WIRE—....
18"
--�f WORD "WATER" ON COVER
ADJUST COVER TO GRADE
2"
�^— TAMP BACKFILL
TKACEK WIKE-
1009 LOOSELY
10 4 QUND
LEVEL.
EXTENSION and Valve Box to be set plumb
VALVE BOX AS SPECIFIED
GATE VALVE AS SPECIFIED
WATER MAIN
UNDISTURBED SOIL Compacted Backfill • • I
N_: RADIAL COMPRESSION JOINT ENDS USED FOR
PVC PIPE ARE NOT SHOWN.
GATE VALVE DETAIL
f..
7
MILHOLLAND COMPANY
Engineering & Surveying
2 - 2 1/2"
HOSE
NOZZLES -
DRAIN - KEEP
CLEAR OF CONC.
2" MIN. x
3 CUBIC
FEET OF
GRAVEL
•
PLACE CONCRETE
KICK BLOCK AGAINST
Undisturbed Soil
I - 4 1/2" PUMPER NOZZLE
205 West Center Street
Fayetteville, Arkansas 72701
Office Phone (501) 443-4724
MUELLER "CENTURION" FIRE HYDRANT A-423 OR EQUAL w/ 3'-6" buried
HYDRANT TO HAVE COMBINATION FLANGE AND BREAK
SECTION AND REMOVABLE BARREL
WORD "WATER" ON COVER
eta
3"
2 a 116" CONCRETE COLLAR SLOPING
2" FROM THE CENTER TO THE EDGES
ADJUSTABLE 2 PIECE C.I. VALVE BOX
JTRACER WIRE -LOOP LOOSELY TO
o GROUND LEVEL.
M 6" GATE VALVE - OPEN LEFT
14" MIN. OF 1 t
C.I. OR D.I. l r--6" HYDRANT BRANCH-C.I. orI D.iAIN
CULU\i i
`
NO BENDS IN THIS AREA
ALL FITTINGS SHALL BE VARIABLE DISTANCE
ASSEMBLED WITH DUCTILE PLACE CONCRETE
IRON RETAINER GLANDS WITH KICK eLocK AGAINST
SET SCREW TORQUED AS PER SOLID UND'S-URsED
I
MANUFACTURERS RECOMMENDATION. SOIL,
El
NOTES
t
I. ALL HYDRANTS TO BE
SET PLUMB WITH NOZZLES FACING
HIGHWAY OR COUNTY
ROAD.
2. HYDRANT AND VALVE WILL BE SET AND BURIED AT THE
DEPTH SPECIFIED BY ENGINEER. ALL ITEMS NECESSAFY FOR PROPER
PLACEMENT ARE SUBSIDIARY TO BORE BID.
3. HYDRANT BRANCH TO BE CONSIDERED SUBSIDIARY TO FIRE
HYDRANT AND AUXILIARY VALVE.
4. ALL FIRE HYDRANTS WILL CONFORM TO AWWA C502-73 STANDARD.
5. CONCRETE SHOULD NOT BE POURED ON BOLTS. ALLOW 2"
MIN. CLEARANCE FOR WORKING ROOM.
FIRE HYDRANT DETAIL Sheet e
/ 2 — 2 I/f' HOSE NOZZLE
MILHOLLAND COMPANY
Engineering & Surveying
205 West Center Street
Fayetteville, Arkansas 72701
Office Phone (501) 443-4724
MUELLER A-420 TWO-WAY HYDRANT OR EQUAL
HYDRANT TO HAVE COMBINATIONS FLANGE AND BREAK
SECTION AND REMOVABLE BARREL
WORD "WATER" ON COVER
2I2'116" CONCRETE COLLAR SLOPING
3" 2"FROM THE CENTER TO THE EDGES
ADJUSTABLE 2 PIECE C.I.:VALVE BOX
C
GATE VALVE - OPEN LEFT
DRAIN - KEEP TRACER WIRE -LOOP LOOSELY TO
CLEAR OF CONC. 0 GROUND LEVEL.
2 MIN. ,r, 14" MIN. OF -
w, 11 C.I. OR D.I. 4" HYDRANT !RANCH-C.I. or 0.1.
(4" x 3" M.T. REDUCER - jMAIN
ON 3" MAIN
FEET..,':.`.-
GAAEL
ail saOI
NO BENDS W THIS ARtt
PLACE CONCRETE` •
ALL FITTINGS SHALL BE MRIASL.E DUSTANCE
KICK BLOCK AGAINST ASSEMBLED WITH DUCTILE PLACE CONCRETE KICK
SOLID Undisturbed IRON RETAINER GLANDS WITH BLOCK AGAINST SOLID
Soil. SET SCREW TORQUED AS PER UNDISTURBED SOIL.
MANUFACTURERS' RECOMMENDATION
UNIT BID ITEM COMPLETE IN PLACE
N TEE : I. ALL HYDRANTS TO BE SET PLUMB WITH NOZZLE FACING
HIGHWAY OR COUNTY ROAD.
2. HYDRANT AND VALVE WILL BE SET AND BURIED AT THE
DEPTH SPECIFIED BY ENGINEER.
3. HYDRANT BRANCH TO BE CONSIDERED SUBSIDIARY TO FLUSHING
HYDRANT AND AUXILIARY VALVE.
4 ALL HYDRANTS WILL CONFORM TO AWWA C5O2-73 STANDARD.
5. ALL LABOR AND MATERIAL ITEMS NECESSARY FOR COMPLETE IN-
STALLATION INCLUDING TEE, C.I. OR D.Z. PIPE, VALVE WITH
BOX,. HYDRANT, ETC., SHALL BE CONSIDERED ONE BID UNIT.
FLUSHING HYDRANT DETAIL Sheet s
J y' r t
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Sheet /0
MILHOLLAND COMPANY
Engineering & Surveying
205 West Center Street
Fayetteviiie, Arkansas 72701
Office Phone (501) 443-4724
JNDISTI
PLUG .. •.
THRUST
J J .,
• 01
CROS!
BLOCKING FOR CROSSES
BLOCKING FOR BENDS
NOTE:
ORIGINAL
nun•wn• r.fL
BELTED $
Lr
THRUST
J n �
BLOCKING ��•
E UNDISTURBED EARTH
BLOCKING
BLOCKING FOR BENDS
SEE NOTE
p -EDGE OF TRENCH
CONCRETE BLOCKING ,
Th
•— THRUST
OF TRENCH
ALL PIPE FITTINGS 4" AND LARGER
SHALL BE;
D.I. Mechanical Joint rated "ISO
p.s.i. working pressure for Main
pressures greater than 200 p.s.i.
D•I• or C•I• Mechanical Joint
Class 250 for Main Pressures less
than 200 p.s.i.
THRUST BLOCKING shall be adequate
to withstand the sum of the Static
Main Pressure with Storage Tanks
full plus 200 p.s.i. Water Hammer
multiplied by 2.5. Undisturbed
Soil Backing shall be assumed
adequate to 200 p.s.f. pressure.
GROUND LEVEL
BEND N
.CONCRCTE BLOCKING a
1<_t
BEND
SEE NOTE " NC
BLOCKING FOR SENDS
CONCRETE BLOCKING
rEE
E OGE OF TRENCH
BLOCKING FOR TEES
THRUST BLOCKING
FOR
PIPE FITTINGS
Sheet /l
I
[1
I
I
I
I
,I
PIPE
FITTING
THRUST BLOCK SCHEDULE
PIPE SIZE
FITTING
A
B
Cu. FT.
4"
TEE
2'-0"
1'-6"
2.5
OR
90°
2'-9"
I'- 6"
4.7
SMALLER
45°
20"
I' 0"
1.7
TEE
3'-0"
2'-0"
7.5
6"
90°
3'-6
2'-6"
13.3
450
2'-0"
2'-0"
3.4
TEE
3'-6"
2'-6"
12.7
B"
90°
4 -0
3'-0"
20.0
45°
3'-O"
2-0"
7.5
TEE
3:-6"
3'-6"
26.7
I0'
90°
4'-6"
4'-e"
50.4
450
3'-0"
3'-0"
20.0
NOTES:
I. CLASS B CONCRETE - 2,000 PSI, 28 DAYS.
2. SCHEDULE BASED ON THRUST RESISTANCE OF SOIL OF 1000 LOS. PER
SQ. FT. AND 100 PSI LINE PRESSURE.
3. FOR LINE PRESSURES GREATER THAN 100 PSI AND/OR SOIL RESISTANCE
LESS THAN 1000 LBS. PER 50. FT. , THE SCHEDULE SHALL BE
ADJUSTED IN THE FIELD.
4. DEAD END BLOCKING IS THE SAME AS FOR TEE.
00 NOT ENCASE
JOINT
PLAN
FINISHED GRADE
CONCRETE
UNDISTURBED SOIL
FITTING
SECTION
I
CONCRETE THRUST BLOCK DETAIL
MILHOLLAN[D COMPANY
Engineering & Surveying
205 West Center Street
Ofice Phone (501) 443-4724 Fayetteville, Arkansas 72701 Sheet //-A
THRUST AT PIPE BENDS
P■ 2 62.5 HA Sink
USE TEST PRESSURE, USE INSIDE BELL DIAMETER
WHEN APPROPRIATE. USE BOTH "A" SCALES TO
SET POINT ON SUPPORT LINE. READ "D' SCALES
DITH STRAIGHT LINE THROUGH SET POINT.
G1 O
W
4
5 W
6 O
9 Q
I0
0
200
25�
30 a
40 W
J
60
60a
S
T04 -
I
72®
50
54
4B
42
0)36
= 30
024
a
-20
l9
113
14
W IQ
1-10
W
m
a
p
W
0.4
0-
C
Soo
ripoopool
500,000
4
3
3
-no
1Oo,o00
-170
-1 60
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ose
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rench
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ass BConcrete
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ELEVATION VIEW
CONCRETE
THRUST ANCHOR
Sheet /2
205 W. CENTER MIL HOLLAND COMPANY (501)443-4124
Fayetteville Engineers Surveyors Arkansas
1
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205 W zE4TER MILHOLLAND
Fayetteville Engineers --
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.Sheer /3
COMPANY; 501) 443 4'2 4
Surveyors Arkanscs
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295 "/.CENTER MILHOLLAND COMPANY (501) 443-4724
Fayetteville Engineers Surveyors Arkansas
I
1
1
1
205 W. CENTER
Fayettevii'e
6
MIN
CONCRETE
OUTSIDE I 6'
DIAMETER! MIN
ENCASEMENT
MELHOLLAND
Engineers
COMPANY
Surveyors
24J 42 min.
D.I.pii)e PVC pipe
5/lee; /5
(50.1 443-4724
Arkansas
Is
NOTES:
I
2
3
4
Top 4" of surface shall be cleared
of Rock Debris, Roots, etc. and
repaired to a condition equal to or
better than prior to construction.,
L
„a.,Is
_+ /B
MILHOLLANI) COMPANY
Engineering & Surveying
205 West Center Street
Fayetteville. Arkansas 72701
Office Phone (501) 443-4724
Smooth after one (Ii year's
settlement
Tracer Wire on P.V.C. Pipe
to be looped around each
Joint of Pipe.
6"Compacted Selected Fill
under Type 1,3 ondS Rood
Crossings and "Rock "removal
areas.
Payment for "ROCK EXCAVATION" shall be computed on a maximum Trench
Width of ("D") nominal diameter of pipe (+) plus 18", and a maximum
Trench Depth of ("D") nominal diameter of pipe (+) plus 42".
Trench Bottoms shall be free of rocks and stones larger than 3/4".
Surface of Construction area shall be replaced, seeded, fertilized
and maintained one (1) year after final acceptance of the Water -
System by the Owner (City).
All trees, brush, boulders, rocks, and debris affected by Construc-
tion shall be properly disposed or.
TRENCH DETA IL
"Water Mains"
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CIA, PIPE
:No.6 Bus
60 '54, 48"6
"Cen'ers
No5 Bars
42, 36'
6" Center
No 6 Bars
30"
0"Certers.
8,12,15,
' o.5 Bars
18, 24,
1-0 Centers
NOTES I
NO 1 & 3 OF
SHEET NO. 16
ALSO APPLIES
TO SEWER
CONSTRUCTION
Note-
Reirforcirg Shall Be
Contin-ous Tr•u
Manhole.
COMPLY W/CLASS 0e0 BEDDING
/ NOTES.
Trench
Base
ti
D /
4 No. 5 Bcrs Longitudina
Class "B" Corc•ete
CLASS 'Af' BEDDING
Inside P:pe 5
Diameter (Max)
8
2-4'
10
2-4'
12'
3q11
15"
316"
18"
4-0"
24
4-6,
30' 5 0.
361
5-6',
42
6-0
48"
6-6
411
76"
60'
77I.
REQUIRED BEDDING FOR CLAY P'PE
AT DEPTHS OF 10'-0" OR MORE. AN
PLASTIC PIPE AT ALL LENGTHS
AS FOLLOWS:
®HAND PLACED SELECT
F'LL MATERIAL._.
\ (VJ C
TAMPED SELECT
FILL Mq7 ERfAL
Oe TAMPED SPECIAL BEDDING MATERIAL
33-6O' Do Pipe
30'-
54
27-48
24-42,
21'-
36"
18'-
30"
f4-
241
12-18"
II-
8;10.12'15'1
15 54+60
I2"-36 r 421„
48
8 -30
5"- 8'o, 12, I8','24
R EauIREO PIPE
FOR ALL PIPES
SEDD;NG FOR
F'LL WTH ACCEPT
CLAY PIPE AT
ABLE MATERIAL
IC -O OR LESS
PER SPECIFICA-
DEPTH AS
FCLLOM'S.
^TIONS,
V
SB-2 BACKFILL
UNDER ALL PAVED
HAND PLACED
SURFACE AREAS
EXCAVATED MAT.
FREE FROM
TRASH. DEBRIS
-
----
AND ROCKS
GREATER THAN
11/2" IN ANY
N
Trench
DIMENSION.
7
❑Se
QHAND
PLACED
AND TAMPED
MATERIAL SAME
AS IN® ABOVE
r f `
�
Note ASTM CLASSI[.-, Y � �'� �_t
The M r'mum Trench Width For All Sizes 41.
Of Pipes Shall Be Thot Which Allcws
A 6' Workirg 0istcnce On Each Side FAYETTEVIL.",LE PUBLIC WORKS SPECS.
Of Ire Bel'. "ALL MAINS SHALL BE BEDDED FROM 4" BELOW TO 12'1 ABOVE
PIPE WITH GRIT OR EQUAL OUTSIDE STREET RIGHT-OF-WAY,
AND WITH SB-2 WITHIN STREET RIGHT-OF-WAY;
TRENCH WIDTH SCHEDULE CLASS I'Bif BEDDING
ALSO: TRENCHES UNDER STREET SECTION SHALL BE COMPLETELY
FILLED WITH COMPACTED SB-2 TO SUBGRADE AND HORIZONTALLY TO ONE (1)
FOOT BACK-OF-CURB11.
SHEET NO. 1
2DS
W. CENTER
MILHOLLAND
(SCI) 4A3'AT2A
Faye'feville
Engineers
.COMPANY
Surveyors
Arkorsas
Machined Surface, Non -Rocking
Manhole Frame And Cover
Ban 4 Hayesor Equal.
Note
• For Manholes In Public Right -of -Way, Cost
: 24 x In Place Concrete Shall Stop At Point
% I a Indicated..:
d D
c, w
Note
For Manholes 4 -0" or Less in Depth, Use
o. C.I.Monhole :; a 24 Mir) - 36 Mox. High Cone With 8 t'Mox.
Steps Ti N High 2-00 Throat.
. C.i
O`
61. 48„ 6"
Min [ ;
Min
_J
—See Note -.c. 4"
GRour ea SE of MH "�_ Min
3000 Psi
Concrete
203 W. CENTER
Fayetteville
Note
For Pipes Entering Base, Opening Is Mode,
Pipe Is Inserted And Sealed With Non -
Shrink Grout.
6"
Min.
SECTION .' TYPICAL POURED IN
PLACE, MANHOLE
MILHOLLAND COMPANY
Engineers Surveyors
NO.
(301) 443 4724
Arkansas
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203 M. CER'ER MILHOLLAND COMPANY r3CI) 443'4724
Fayeffevil!e Engineers Surveyors Arkansas
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205 W. CENTER MILHOLLAND .COMPANY (501)443-4724
Fayetteville Engineers Surveyors Arkansas
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CITY OF FAYETTEVILLE
MATERIAL SPECIFICATIONS
FOR;
POTABLE WATER SERVICE
MAIN LINE SERVICE TAPS
I. SERVICE SADDLES:
MAINS:
Class
200 PVC, SDR-21
(2", 3", and 4")
SIZE
MANUFACTURER
ORDER NUMBER
2"
2"
3"
3"
4"
4"
x
x
x
x
x
x
3/4"
1"
3/4"
1"
3/4"
1"
Mueller
Mueller
Mueller
Mueller
Mueller
Mueller.
H-13420
H-13420
H-13425
H-13425
H-13428
H-13428
MAINS: C-900 PVC, Cast Iron, Ductile Iron, Cl 200 A/C
(2-1/4" UP)
2-1/4"
x 3/4"
Romac
101K- 2.75
x
3/4"CC
2-1/4"
x 1
Romac
101N- 2.75
x
1" CC
4"
x
3/4"
Romac
10114- 5.40
x
3/4"CC
4"
x
1"
Romac
10114- 5.40
x
1" CC
6"
x
3/4"
Romac
10.1N- 7.50
x
3/4"CC
6"
x
1"
'Romac
101N- 7.50
x
1" CC
8"
x
3/4"
Romac
101N- 9.62
x
3/4"CC
8"
x
1"
Romac
10114- 9.62
x
1" CC
10"
10"
x
3/4"
Romac
101N-12.12
x
3/4"CC
12"
x
x
1"
3/4"
Romac
10114-12.12
x
1" CC
12"
1"
Romac
10114-14.38
x
3/4"CC
x
Romac
10114-14.38
x
1 "CC
II. SERVICE CONNECTIONS:
DOUBLE TAPS
3/4" Type K Soft Copper 60' Coils
1 3/4" Corp. Stop. 110 Comp. Mueller H-15008
1 3/4" U Branch 110 CTS x MIP x MIP 7-1/2" width
H-15363
2 5/8" x 3/4" x 12" RiserMeter_ Yoke-Mue1-1er u= -ion --
= ;w/-ii=14-272 "Pail Pieces
1 18" x 24" PVC Meter Box #501824 .30T, .275 Wall
Thickness Shell Only, notched as manufactured by
Mueller/McCullough
1 18" C.I. Flat Meter Lid C-109 manufactured by Crouch
Foundry
SINGLE
3/4" Type K Soft Copper Tubing 6o' coils
1 3/4" Corp. Stop. 110 Comp. Mueller H-15008
1 5/8'! x 3/4" x 12" Rise Meter Yoke Mueller H-1402
w/H-14222 Tail Pieces
1 18" x 24" PVC Meter Box #501824 .30T, .275 Wall
Thickness Shell Only, notched as manufactured by
Mueller/McCullough
l 18" C.I. Flat Meter Lid C-109 manufactured by Crouch
Foundry
III. SERVICE LINE EXTENSION:
To connect extra copper to Service Line
Use 3/4" 110 Compression Union H-15403
IV. "OR EQUALS":
"OR EQUALS" ARE NOT ACCEPTABLE
V: LAST REVISION:
July, 1987
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