ST9401WA-SP 960429
EXCAVATION SAFETY
SPECIFICA TIONS
FOR
WATER liNE
TO SERVE
16" Water line
DENTON -TAP ROAD
from Parkway Boulevard
to S.H. 121 Bypass
CITY
OF
COPPEll, TEXAS
Prepared for:
J.C. Evans Construction Co.
April 1996
,;/~\\,..f.'~~~Noakes Engineering Company
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~Looo..~.'?~;J~'!c?'~~.~~oowj? Metro (817) 640-0607 This document and the ideas and designs
';~;' 24752 ':;' incorporated herein, is an instrument of
liU!"! '.-?l' X-.Q 'iw~f/ professional service, is the property at
"(z"s . G!~~~ '?--~0.:ff:;~ Noakes Engineering Co., and is not to be
. ,>~/ONAL ~>~' used, in whole or in part, for any other project
',<;'. without the written authorization of
""(I;{( SEAL AJ?I?(MUNG. ON ""(HIS Noakes Enqineerinq Co.
DOCUMENT WAS AUTHORIZED BY
ED D. NOAKES, P.E. 24752 Prepared By:
"UI~;e~ L~
W.R. (Walt) Lipscomb
File No, 96428
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
1\1.0 DESIGN ASSUMPTIONS
Noakes Engineering Co.
File No. 96428
1.1 General. These specifications cover the basic requirements for shoring
and/or sloping of excavations for installation of Water Line for the 16"
Water Line - Denton Tap Road Projects, Coppell, Texas.
1 .2 This specification addresses the safety of workers in a trench excavation
and does not, in any way relieve the Contractor of his responsibility and
liability to ensure the safety of the project and workers.
1 .3 It is not the intent of these specifications to specify every detail and
procedure of the trenching/shoring operations; nevertheless, they shall
conform to the high standards of engineering and of safe trench
excavation.
1.4 The personnel protection systems shown in these specifications have
been designed based on information obtained from the project
drawings.
1.5 The personnel protection systems shown in these specifications have
been designed based on a subsurface report by EMCON (Report 62958-
001-001). In accordance with Revised OSHA (effective March 2,1990),
prior to beginning construction, The contractor's "Competent Person" will
conduct the required Soil Classification Tests. If soils other than those
identified are found, this specification will be revised. During
construction, the contractor's "Competent Person" will
monitor the soil classification as required by OSHA 1926.
1.6 Contractor shall be responsible for selecting appropriate safety system
option shown in these specifications depending on trench depth and soil
conditions.
1 .7 The protection of existing structures and utilities which may be affected
by these trench excavations is beyond the scope of this report.
1.8 The Contractor must identify a "Competent Person" in the Contractor's
firm responsible for performing inspections of the excavations to ensure
that expected subsurface conditions are present. If conditions in the field
vary from the expected conditions, Noakes Engineering Company shall
be contacted at (817) 640-0607, for possible design modifications prior
to personnel entering the excavation. Note -This person must be
"Competent" as described in OSHA 1926.650 (b).
1 .9 It is the Contractor's responsibility to ensure that all excavation work and
site conditions are within the regulations as established by O.S.H.A. Any
property damage or bodily injury (including death) arising from the use of
these specifications, from Contractor's negligence in performance of
contract work, or from Owner's failure to note exceptions to these
specifications shall remain the sole responsibility and liability of the contractor.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
2
Noakes Engineering Co.
File No. 96428
12.0 DEFINITIONS
2.1 All definitions of section 1926.653 of Subpart P, Part 1926, of the Code of
Federal Regulations shall be by reference an integral part of this section.
2.2 "Sealing Engineer" - The engineer whose Texas seal is affixed to these
specifications.
2.3 "The Contractor" - The contractor responsible to the owner for the
excavation work described herein.
2.4 "Competent" as described in OSHA 1926.650 (b).
13.0 APPLICABLE CODES AND STANDARDS
3.1 The Contractor shall perform all shoring work under this contract in
accordance with all applicable codes and standard safety requirements
and regulations including:
3.1.1 OSHA 2207, Construction Industry Standards(part 1926
Occupational Safety and Health Standards)
3.1.2 AISC Code of Standard Practice
3.1.3 AISC Specification of the design, fabrication, and
erection of steel buildings.
3.1.4 AITC Timber Construction Manual
3.1.5 AWS 01.1 Structural Welding Code
3.1.6 The Uniform Building Code
3.1.7 OSHA 2226
3.2 The latest edition (including supplements and revisions) of the above
publications in effect or promulgated at the time of the bid shall apply.
Equipment fabricated to codes and standards in effect at time of bid but later
revised shall be acceptable provided such revisions are not required by law.
14.0 SHORING/ SLOPING REQUIREMENTS
I
4.1 Description. This section covers the technical requirements of the
trenching/shoring work.
4.2 Existing Structures. Where existing buildings, other utilities, streets,
highways, or other structures are in close proximity to the trench, or may
otherwise be affected by the proposed trenching operation, the Contractor
shall provide adequate protection by the use of sheeting and shoring to
protect the structure, street, or highway from possible damage. In the case of
utilities, the Contractor may elect to remove the utility provided that the
removal and subsequent replacement meets with the approval of the
engineer, the utility owner, or whoever has jurisdiction of the structure. In all
cases, it shall be the responsibility of the Contractor to protect public
and private property and any person or persons who might, as a result of the
Contractor's work be injured.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell. Texas
3
Noakes Engineering Co.
File No. 96428
4.0 SHORING! SLOPING REQUIREMENTS Cont'd.
4.3 General Trenching and Shoring Requirements. The contractor
shall be solely responsible for trench safety provisions meeting
the applicable requirements of the United States Department of
Labor Occupational Safety and Health Administration including
subpart P, Part 1926 of the Code of Federal Regulations. All
trenching operations and procedure shall also conform to the
requirements listed in this specification.
4.3.1 The requirements of sections 1926.50 and 1926.651 of
Subpart P, Part 1926, of the Code of Federal Regulations
shall be by reference an integral part of this section.
4.4 Requirements Prior to Excavation Activities.
4.4.1 Known underground installations are shown on the site
plans. It is the Contractor's responsibility to verify exact
locations in the field.
4.4.2 Before any individual enters an excavation, the excavation
will be inspected by a "Competent Person" to ensure that
trench excavation has been performed according to this
specification and O.S.H.A. requirements and to ensure that
no anomalies are observed which may effect the safety of
the trench or project. Note -This person must be
"Competent" as described in OSHA 1926.65(b).
4.5 Requirements During Excavation Activities.
4.5.1 During excavation, the exact location of existing
underground installations shall be determined by the
Contractor, and when uncovered, proper precautions and
supports shall be provided so as not to cause a hazard to the
workmen or project.
4.5.2 Daily inspections of the excavations shall be made by the
Contractor's "Competent Person". If there is evidence of
possible cave-ins or slides, all work in the excavation shall
cease until the necessary precautions have been taken to
ensure the safety of the workmen and the trench.
Note -This person must be "Competent" as described in
OSHA 1926.650 (b).
4.5.3 Excavations shall be inspected after every rainstorm or
other hazard-increasing occurrence to ensure the safety of
the workmen and the trench.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
14.0 SHORINGI SLOPING REQUIREMENTS Cont'd.
4
Noakes Engineering Co.
File No. 96428
4.5.4 Excavated material shall be stockpiled a distance away from the
trench, so as not to affect the trench stability. The contractor's
construction means and methods will determine the distance.
As a minimum to protect the workmen from falling debris, the toe
of the stockpiled soil shall be no closer than two (2) feet from the
edge of the excavation.
4.5.5 All precautions must be made to prevent surface water from
entering the trench excavation. Adequate drainage must be
provided in the area adjacent to the excavation.
4.5.6 Operation of heavy equipment adjacent to the edge of the
trench may cause instability. The Contractor is responsible for
the means and methods of excavation, and therefore, for loads
imposed on the trench excavation and shoring design.
4.5.7 The Contractor must take precautions to protect the face of
the excavation from exposure to freezing.
4.5.8 Water shall not be permitted to stand in the bottom of the trench
and suction pumps of adequate capacity shall be installed to
ensure that such standing water is removed.
4.5.9 The Contractor shall provide a positive means of ensuring that
hydrostatic pressure does not build up behind the shoring or shields.
4.5.10 If a condition requiring the use of a different method of
shoring is encountered, this specification will be revised.
4.5.11 Remove shoring units from bottom to top as backfilling proceeds.
4.5.12 When backfill is within five (5) feet of the top of the trench, all
shoring may be removed, unless the trench conditions indicate a hazard.
4.5.13 No person shall be exposed to the lower portion of the trench
after shoring has been removed.
4.5.14 Additional shoring or larger sizes may be installed.
4.5.15 Ladders or other adequate means of exit must be provided
and located so as to require no more than 25 feet of lateral travel.
4.5.16 When two trenches intersect, both trenches must be
protected to a distance of not less than the depth of the
deepest trench.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
14.0 SHORINGI SLOPING REQUIREMENTS
5
Noakes Engineering Co.
File No. 96428
4.6 Shoring Alternatives for this Work
4.6.1 Trenches more than 5 feet deep shall be shored, laid back to a
stable slope, or some other equivalent means of protection shall
be provided where employees may be exposed to moving ground
or cave-ins. Trenches less than 5 feet in depth shall also be
effectively protected when examination of ground indicates
hazardous ground movement may be expected. The contractor
will have options for providing such protection.
4.6.2 Lateral Earth Pressure
P= a uniformly distributed lateral soil pressure, in Ibs.lft.2
We= Effective Soil Weight, pet
H= depth of excavation from top of supported bank
to bottom of excavation, in feet.
Hq= Equivalent Height of Surcharge, ft.
P= We*(H+Hq)
(Reference OSHA Rules and Regulations-Part 1926 of 29 CFR as
amended by the Federal Register Volume 54, Number 209, dated
October 31,1989.
4.6.3 Option I The contractor can use Slope as shown in the Option I
section of this specification.
See Drawing 1 and General Notes-Slope
4.6.4 Option II -The contractor can use Trench Shield as shown in the
Option II section of this specification.
See Drawing 2 and General Notes-Trench Shields
4.6.5 Option lIa - FOR BORE I EXIT PITS The contractor can use Trench
Shield as shown in the Option lIa section of this specification.
See Drawing 3 and General Notes-Trench Shields
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
6
Noakes Engineering Co.
File No. 96428
IGENERAL NOTES -Slope
1.) A maximum allowable slope of 1.0 (horizontal) to 1.0 (vertical) may be used during
trench excavation in soil materials in lieu of trench shoring systems. Soil materials
that could be sloped to this configuration include clayand sandy clay. This
temporary slope configuration represents the steepest incline for short-term
conditions (a time period less than 72 hours) that is acceptable given probable but
subjective influences from rainfall and normal equipment vibrations. However, if
during excavation or construction of this project there is any indication of general or
local instability, slopes shall be cut back to a slope which is at least 0.25
(horizontal) to 1.0 (vertical) flatter than the specified slopes outlined previously,
i.e., this translates to a total slope of 1.25 (horizontal) to 1.0 (vertical). This flattening
of the slopes may be required due to the deterioration of the shear strength with
time or due to trench flooding, instability induced from excessive adjacent vibrations
(resulting from equipment operation), excessive adjacent surcharge loads due to
equipment or stockpiled excavated materials, shrinkage cracks due to drying, etc.
2.) Additional flattening of slopes is required when any of the following conditions are
present;
1.) Slopes in soft loose soils or fill materials shall be flattened to 2:1
2.) If an existing parallel utility line is located within a horizontal distance
equal to the depth of the new utility excavation, all slopes shall be
flattened an additional 0.5:1.
3.) Contractor's "Competent Person" shall monitor the excavation to evaluate
subsurface conditions and determine soil type and condition. When contractor's
"Competent Person" cannot assure that the slope is suitable for safe use, Noakes
Engineering Company or a qualified soils engineer shall be consulted.
See Drawing SLOPE for additional requiremenrts
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
7
Noakes Engineering Co.
File No. 96428
IGENERAL NOTES-Trench Shields
I
1.) A Trench Shield is a structure that normally will not prevent a cave-in, but is
able to withstand the forces imposed on it by a cave-in and thereby protect
workers within the structure. Trench Shields are also referred to as "Trench
Boxes". These general notes also are applicable to Manhole Shields.
2.) A "Pre-manufactured Shield" is a product designed, constructed and marketed
to the construction industry as a method of protecting personnel while working
in trenches subject to cave-ins.
3.) A "Shop-built Shield" is defined herein as a shield built by a contractor or his
agent for their own use as a personnel protection device and is not available
commercially as a product to the construction industry.
4.) Acceptable Shield Systems:
Pre-manufactured shields are commercially available and may be used
provided that the shields are selected and used in accordance with the
manufacturer's specifications, recommendations and limitations. Deviations
from manufacturer's specifications, recommendations and limitations will not be
allowed without the manufacturer's specific written approval. This specific
written approval of deviations must be kept at the jobsite along with the
manufacturer's specifications and recommendations for use and other
instructional use literature for the specific shield.
5.) Shop-built shields may be used, when designed and sealed by a professional
engineer registered in the state of Texas and having a background in the
practice of structural engineering.
6.) All shields must be free from damage or defects that might impair their proper
function. Shields shall be used and maintained in a manner consistent with the
recommendations of the manufacturer or design engineer. Damaged shields
shall be removed from service until authorized repairs are made.
7.) Shields shall be installed in a manner which restricts lateral or other hazardous
movement of the shield in the event of the application of sudden lateral loads.
Where trench shields are stacked, a mechanism must be available for
connecting the shields to prevent differential movement between the shields
when subjected to laterals. Benching of earth material below the bottom of the
shield is allowed to a maximum of 2.0 ft., when this benched material is of
sufficient strength to support the shield.
8.) Workmen shall not be allowed in shields when shields are being installed,
removed or moved vertically. A ladder or other safe means of entry and exit
shall be located such that workmen are not exposed to a potential cave-in
hazard during entry or exit from the shield.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
8
Noakes Engineering Co.
File No. 96428
IGENERAL NOTES-Trench Shields Cont'd.
9.) Shields shall be used such that excavated soil, rock or other debris can not fall
or roll into the trench shield. In vertical trenches, the shield should rise a
minimum of 1'-6" above the ground surface. In situations where a slope is
constructed above the top of the shield, the top of the shield should extend a
minimum of 1 '- 6" above the point at which the slope begins. In addition, the
contractor shall be responsible for removal of soil which may slide into the
trench or against the trench shield and for replacing these materials in
accordance with backfill specifications.
I GENERAL NOTES-Trench Shores
1.) Aluminum Hydraulic Shores are a product designed and manufactured as an
alternate to timber shoring in order to provide a light weight product capable of
being installed and removed without entering the trench.
2.) Aluminum Hydraulic Shores shall be designed and manufactured so as to comply
with OSHA regulations and provide strengths of the vertical rail and hydraulic
cross-brace which are not less than a timber bracing system which would be
required under the same loading condition. The manufacturer must have complete
design calculations on all system components and shall make this information
available to the Owner. The following minimum requirements shall be met by the
manufacturers' product:
a. Vertical rails shall have a minimum width of 8 inches and have an
equivalent strength in bending of not less than that of a 3" by 10" NO.2
Douglas Fir timber with its' wide side to the trench wall. The rail must be
capable of having plywood attached to it, if necessary.
b. The hydraulic cross-braces shall be minimum 2-inch 1.0. and capable of
sustaining a axial force of not less than 20,000 pounds at a1.50 safety
factor at 50% extension.
c. Aluminum oversleeves shall be used in accordance with the
manufacturer's recommendations. Extensions shall not be used unless
approved in writing by the manufacturer.
d. Hydraulic pumps shall be equipped with calibrated gauge having a
minimum operating range of 750-1500 psi.
e. All other accessories and specialty tools shall be furnished and used as
per the manufacturer's recommendations.
3.) The vertical rails, hydraulic cylinder cross-braces and all other components of the
systems shall be in good, serviceable condition and without damage or defects
which would prohibit proper use. The hydraulic system shall not exhibit leaks or
pressure loss or otherwise indicate the possible loss of system pressure while in
use. Damaged components pr improperly operating equipment shall be removed
from service. The contractor's "Competent Person"shall be responsible for making
these inspections and determinations. Alterations to shoring components shall not
be allowed unless permitted in writing by the manufacturer's authorized agent.
J.C Evans Construction
16" Water Line - Denton Tap Road
Cappell, Texas
9
Noakes Engineering Co.
File No. 96428
IGENERAL NOTES-Trench Shores CaNTO
4.) Plywood, used in conjunction with hydraulic shores, shall meet the following requirement
a. Softwood plywood must be 1 1/8" minimum thickness, exterior grade
quality, COX grade or better.
b. Hardwood plywood must be 3/4", minimum thickness, Arctic Birch
plywood. "FinnForm" brand or equal, 14 ply-all hardwood.
Plywood which is broken, bent, frayed or otherwise deformed and
unsuitable for its intended purpose shall be replaced.
5.) The contractor shall install aluminum hydraulic shores in accordance with these
specifications and the manufacturer's specifications, instructions, recommendations and
imitations. The recommended shore lengths and spacing are shown in these
specifications.The contractor may decrease the spacing to provide additional lateral
support if so required by site observations. The contractor's "Competent Person" shall
insure that the workmen installing, removing and working around the shoring have been
adequately trained in the proper procedures for their installation, safe use and removal.
6.) Hydraulic shores shall be installed flush against the trench walls such that the vertical
rails have uniform support. The top hydraulic cylinder must not be located above the
existing ground surface. The hydraulic cylinders shall be pressurized to a normal working
range of 750-1000 psi.
7.) The contractor may at his discretion utilize shorter rails in order to accommodate
those situations such as backfilling where the trench depth becomes to shallow for
use of the standard 7-foot vertical rail. The shorter aluminum hydraulic shores must
meet or exceed all of the specification requirements herein.
8.) Plywood shall be attached to the vertical rails and used in this manner any time
there is evidence of raveling, sloughing or caving which cannot be adequately
shored by skip-shoring. In particular, plywood backing will be necessary when
shoring cross-trenches, when excavating in previously disturbed soils, and at those
locations as indicated in these specifications.
9.) The contractor may at his discretion temporarily remove shoring to expedite the
installation of piping provided that workmen are not located in the unshored trench
and provided that the shoring is properly replaced.
10.) While backfilling the trench, the contractor shall maintain the stability of the trench
walls by adjusting the location of the shores vertically such that workmen can safely
place and compact the backfill materials. Workmen shall not be in a position to be
endangered by this adjustment procedure.
11.) The contractor may remove the hydraulic shores from the trench during backfilling
operations provided the following conditions are met:
a. Backfilling is performed by mechanical devices which do not require that
workmen be in the trench.
b. The trench walls maintain their shape without sloughing.
c. The removal of the hydraulic shores does not endanger adjacent
structures, roadways or utilities.
J.C Evans Construction
16" Water Line - Denton Tap Road
Coppell, Texas
10
Noakes Engineering Co.
File No. 96428
15.0
EXCAVATIONS SPECIFIC TO THIS WORK
,
Location Max. Depth Option(s) Notes
Water Line W-1
1 +00 to 5+50 8.0 1,11 or III Install 16" Water Line
5+50 to 1 0+50 9.0 I,ll or III Install 1 6" Water Line
10+50 to 15+10 8.0 I,ll or III Install 16" Water Line
15+10 8.0 I or II Construct Valve Vault
Note:
Near 15+00 Temp. Support Power Pole
1 5+ 1 0 to 1 5+ 72 8.0 I,ll or III Install 16" Water Line
17+95 to 18+55 6.0 I,ll or III Install 16" Water line
18+55 6.0 I or II Construct Valve Vault
18+55 to 25+50 7.0 I,ll or III Install 16" Water line
25+50 to 30+50 6.0 I,ll or III Install 16" Water Line
30+50 to 34+42.21 8.5 I ,II or III Install 16" Water line
34+42.21 8.0 I,ll or III Install Fire Hydrant
34+42.21 to 34+52.66 7.0 I,ll or III Install 16" Water line
34+52.66 +/- to 39+10 7.0 I,ll or III Install 21" Steel Casing Pipe
39+10 to 40+90.86 9.0 I,ll or III Install 12" Water Line
Water Line W-l A (Elevated)
Water Line W-2
0+00 to 0+85 9.5 I,ll or III Install 12n Water Line
Water Line W-3
0+00 to 1 + 11 .41 7.0 I,ll or fI[ Install 12" Water Line
Water Line W-6
0+00 too 1 +23 10.0 I,ll or III Install 8" Water Line
LEPTH(ft)
20
15
Hl--
5
.50
150
o
[2" . . ~-~~.~l"
. . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . .
. . . . . . . . . . .
. . . . . . . . . .
. . . . . . . . . . .
:::::::::::::::::::::1
- . . ~Lr----" " . "
l,
//
/
//1
10
/\ - - ~
/ ~...:((deg)
52'7.7g(osf)
TOTf'1L FORCE ~ 25:J8.9S(ip/ft)
Water Line ~ [oppel_
Texas
***************************SUMMARY********************************
CASE:
J.C. Evans Construction Co.
Input File = UNTITLED.APR
Time: 09:58:17
Date:
04-29-1996
Total active pressure 2638.96
With angle from horizontal = 0.00
Failure surface from horizontal =56.60
Pressure at wall base 527.79
Pressure at wall base along horizontal
Pressure at wall base along vertical =
coeficient of active pressure Ka = 0.44
527.79
0.00
***************************INPUT DATA****************************
The Height of Wall (H) = 10.00 Battered Angle of Wall 0.00
Friction Angle of Wall = 0.00 Friction Angle of Soil = 27.00
Soil Unit Weight = 120.00
Slope Angle
(deg)
o
Length Of Slope
S
Section
No.
40
Distributed
Load No.
Left Point
Xl
Left Load
Q1
Right Point
X2
Right Load
Q2
2
150
1 2
150
*****************************************************************
ACTIVE PRESSURE CALCULATION SUMMARY
Licensed to Walter R. Lipscomb
<APRES> V 2.1 1994
*****************************************************************
CASE: Ie. Evans Construction Co.
Input File = UNTITLED.APR
Time: 09:58: 17 Date:
04-29-1996
Total active pressure = 2638.96
With angle from horizontal = 0.00
Failure surface from horizontal = 56.60
Total soil weight in failure zone = 3956.28
Total surcharge load in failure zone = 689.07
Soil resistance along failure surface = 5342.58
with angle from horizontal =60.40
Pressure at wall base = 527.79
Pressure at wall base along horizontal = 527.79
Pressure at wall base along vertical = 0.00
coeficient of active pressure Ka = 0.44
***************************INPUT DATA *********** ****** *** ********
The Height of Wall (H) = 10.00
Friction Angle of Wall = 0.00
Soil Unit Weight = 120.00
Battered Angle of Wall = 0.00
Friction Angle of Soil = 27.00
Section
No.
Slope Angle
( deg)
Length Of Slope
S
1
o
40
Distributed Left Point
Load No. Xl
Left Load
Q1
Right Point Right Load
X2 Q2
1
2
150
12
150
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