Freeport NIP(6)-SP 980309John Skinner
PATCO UTILITIES, INC.
1617 W. Highway $03
Grand Prairie, Texas 75051
(214) 641-7901
FAX (214) 641-8253
EXCAVATION SAFETY
SPECIFICATIONS
FOR
STORM DRAIN
WATER LINE
SANITARY SEWER
TO SERVE
FREEPORT NORTH DISTRIBUTION CENTER
MEPC American Properties
CITY
OF
COPPELL, TEXAS
Contractor:
Patco Utilities, Inc.
1617 W. Hwy 303
Grand Prairie, Texas
March 1998
File No. 98312
M.W. Custer, P.E.
5006 Oak Springs Dr.
Arlington, Texas 76016
817483-5579
1.0 DESIGN ASSUMPTIONS
1.1
General. These specifications cover the basic requirements for shoring and/or sloping of
excavations for installation of Storm Drain, Water Line and Sanitary Sewer for the
Freeport North Distribution Center Project, 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 an assummed subsurface of Type A and Type B Soils. 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, the
design engineer shall be contacted, 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 0. S.HA. 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.
2.0
3.0
4.0
DEFINITIONS
2.1
2.2
2.3
2.4
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.
"Sealing Engineer" - The engineer whose Texas seal is affixed to these
specifications.
"The Contractor" - The contractor responsible to the owner for the
excavation work described herein.
"Competent" as described in OSHA 1926.650 (b).
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
3.1.2
3.1.3
3.1.4
3.1.5
3.1.6
3.1.7
OSHA 2207, Construction Industry Standards(part 1926
Occupational Safety and Health Standards)
AISC Code of Standard Practice
AISC Specification of the design, fabrication, and
erection of steel buildings.
AITC Timber Construction Manual
AWS D1.1 Structural Welding Code
The Uniform Building Code
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.
SHORING/SLOPING REQUIREMENTS
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
4.0 SHORING/SLOPING REQUIREMENTS Cont'd.
4.3
4.4
4.5
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.
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.
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).
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).
4.0 SHORING/SLOPING REQUIREMENTS Cont'd.
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.
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.
4.0
SHORING/SLOPING REQUIREMENT S
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.
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 lbs./fi.2
We= Effective Soil Weight, pcf
H= depth of excavation from top of supported bank to bottom of
excavation, in feet.
Hq= Equivalent Height of Surcharge, fi.
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
4.6.5
4.6.6
4.6.7
Option I The contractor can use Slope as shown in the Option I
section of this specification.
See Drawing 1 and General Notes-Slope
Option II The contractor can use Trench Shield as shown in the
Option II section of this specification.
See Drawing 2 and General Notes-Shields
Option IIa For BORE / EXIT Pits- The contractor can use Trench Shield
as shown in the Option IIa section of this specification.
See Drawing 3 and General Notes-Shields
Option III The contractor can use Trench Shores as shown in the
Option III section of this specification.
See Drawing 4 and General Notes-Trench Shores
GENERAL 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, a qualified soils engineer shall be consulted.
GENERAL NOTES-Trench Shields
1.)
2.)
3.)
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.
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.
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.
GENERAL NOTES-Trench Shields cont'd.
4.)
6.)
7.)
8.)
9.)
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.
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.
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.
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.
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.
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.
GENERAL NOTES-Trench Shores
l.)
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 I.D. and capable of
sustaining a axial force of not less than 20,000 pounds at al .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.
4.)
Plywood, used in conjunction with hydraulic shores, shall meet the following
requirements:
a. Softwood plywood must be 1 1/8" minimum thickness, exterior grade
quality, CDX 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.
10
GENERAL NOTES-Trench Shores cont'd.
s.)
The contractor shall install aluminum hydraulic shores in accordance with these
specifications and the manufacturer's specifications, instructions, recommendations and
limitations. 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.
11
5.0 EXCAVATIONS SPECIFIC TO THIS WORK
Location Max. Depth Options Notes
Storm Drain
1+00 to 1+62.41 12.0 I or II
1+62.41 to 5+35.63 10.5 I or II
5+35.63 to 8+68.59 8.5 I,II or III
8+68.59 5.0 I or II
Install 36" RCP
Install 30" RCP
Install 24" RCP
Install Inlet
Lat E-1
1+00 to 1+32.5 9.0 I,II or III
Install 24" RCP
Lat. E-2
1+00 to 1+49.64 9.0 I,II or III
Install 24" RCP
Lat. D-1
1+00 to 1+24 9.0 I,II or III
Install 24" RCP
Along South Side Project ~ Exist
Connect to exist 6.0 I or I1
Connect to exist. 6.0 I or II
Com~ect to exist 6.0 I or I1
Install 10' Inlet
Install 6' Inlet
Install 4' Inlet
Water Line
Along
South Side Project
9.0 I,II or III
Install Fire Hydram
Line F
1+00 to 2+25
9.0 I,II or III Install 3" WL
Near Above Loc.
9.0 LII or III
Install 125 LF 8" Fire Line
Line E
1 +00
9.0 I,II, IIa or III
Install 152 LF 6" WL (75' by bore)
Line D
1+00
9.0 I,II, IIa or III
Install 120 LF 6" WL (75' by bore)
Line C
1+00
9.0 I,II or III
Install 55 LF - 6" WL
Line B
1 +00
9.0 I,II, IIa or III
Install 116 LF 6" WL ( 76' by bore)
Sanitary. Sewer
Line A
1+00 to 1+43
10.0 I or IIa
Bore for SS
ACTIVE PRESSURE CALCULATION SUN/VLARY
CASE:
Patco Utilities, Inc.
Input File = UNTITLED.APR
Time: 09:33:39
Date: 03-09-1998
Total active pressure = 3741.26
With angle from horizontal = 0.00
Failure surface from horizontal =
Total soil weight in failure zone =
Total surcharge load in failure zone =
Soil resistance along failure surface =
with angle from horizontal =59.90
Pressure at wall base = 623.54
Pressure at wall base along horizontal =
Pressure at wall base along vertical =
coeficient of active pressure Ka = 0.43
57.10
5589.48
864.47
7459.91
The Height of Wall (H) = ~2.00~attered Angle of Wall = 0.00
Friction Angle of Wall 0.~0 ~ Friction Angle of Soil = 27.00
Soil Unit Weight = 120.00
Section Slope Angle Length Of Slope
No. (deg) S
1 0 48
Distributed Left Point Left Load Right Point Right Load
Load No. X1 Q1 X2 Q2
Depth Is Measured From Ground Surface
*****************************************************************
Force -- lp/ft Pressure -- psf Length ~ ft
TS.O' Max.
2.0' Max.
< /~poil or
Stockpiled Material
ref. general Notes ( 4.6.1 )
Trenches more than 5.0 feet in depth 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.
Unprotected vertical cut allowed with certain conditions, when
depth does not exceed 5.0 feet.
_ 12.0' Max~
2.0' Max. ~.....~
¢ /Spoil or
[ Stockpiled Material
) :(lV)
Y OR SANDY CLAY
)
WEATHERED LIIVESTONE
ORDINARY SLOPE
Notes:
HA/= Steepest Allowable Sideslope
HA/= .75:1 Weathered Limestone
HA/= 1:1 Natural Clay or Sandy Clay
HA/= 1.5:1 Existing Fills
No spoil or equipment neraer than 2.0 feet
to edge of excavation.
See specification- General Notes Slope for
additional requirements.
Slope all sides when protecting, structure,
manhole or pit excavations.
When" Stable Rock" is encountered, the rock
may be excavated with vertical sidewalls and slope
above the rock. The rock must be "STABLE"
as defined in OSHA 1926.
When The Contractor's "Competent Person"
Cannot Be Assured Of The Soil Type Or
Suitable Slope, A Qualified Geotechnical
Engineer Shall Be Consulted.
This Design Assumes Dewatered Soil Conditions
Contractor:
Project:
Date:
Patco Utilities, Inc.
Freeport North Dist. Center
Coppell, Texas
3110/98
File No. 98312
2.(7< Max~
[ Stockpiled Matedal
~,, 2.0' Bench ./~(1H): (lV)
12.0'Max. '~ / / CLAY OR SANDY CLAY
SLOPE WI UNSUPPORTED BOTTOM
D1
No Scale
Option I
SLOPE
M.W. Custer, P.E.
5006 Oak Spring Drive
Arlington, Texas 76016
817- 48,3-5579
Notes:
Use Chart To Determine Minimum
Allowable Lateral Bearing Capacity
Contractor Shall Make Available Manufacturer's
Tabulated Data For Capacity Certification
For All Shields Used On This Project
Trench Shields May Be Stacked As Required
In Stiff Clays Or Rock, The Bottom Of The Shield
May Sit On A Bench Not To Exceed 2.0 Feet
From The Bottom Of The Excavation
Steepest Allowable Slope Above Shields 1H :IV
See Specification General Notes-
"Trench Shields" For Additional Requirements
Example Shield
Should "Stable Rock" Be Encountered,
The Rock May Be Excavated With Near
Vertical Sidewalls And The Shield May Sit
Above The "Stable Rock"
1.5' Min.
Min.
[ Material
~......~ 6" Max.
Shields May Be I
Stacked As Req'd.
Shield May Sit
~ On a 2.0' Bench In Stiff Clay
or Rock
Shield Extends From Bottom
Of Excavation To Surface
When The Contractor's "Competent Person"
Cannot Be Assured Of The Soil Type Or
Suitable Shield, A Qualified Geotechnical
Engineer Shall Be Consulted.
This Design Assumes Dewatered Soil Conditions
Trench Shield Capacity
Max. Depth Min. Capacity
12.0' 624 PSF
Contractor: Patco Utilities, Inc.
12.0' Max.
- ~vated
I 2-.0' Min( Material
~ 6" Max.
I~///////l Shields May Be
Stacked As Req'd.
Shield May Sit
~ On a 2.0' Bench In Stiff Clay
or Rock
Slope Above Shield
Project:
Date:
File No.
D2
No Scale
Freeport North Dist. Center
Coppell, Texas,
983123110198 '/P~!~
Option II
Trench Shield
M.W. Custer, P.E.
5C06 Oak Spring Drive
Arlington, Texas 76016
817- 483-5579
Exam pleStandard Shore
Single Stacked
Maxim um Horizontal
Spacing 6.0 feet
Single Stacked
Maximum Depth= 9.0'
Notes:
Use Standard Duty Aluminum Hydraulic
Trench Shores as Manufactured by;
Speed-Shore
Tren-Shore
Safe-T-Shore
or Equal
See General Notes:
Trench Shores for additional requirements
Plywood Backing
Required,
when there is
evidence of raveling or
caving
Maximum Horizontal
Spacing 4.0 feet
Double Stacked
Maximum Depth=14.0'
Contractor:
Project:
Date:
File No.
Parco Utilities, Inc.
Freeport North Dist. Center
Coppell, Texas
3110198
98312
Example Standard Shores
Double Stacked
Option III
ALUMINUM HYDRAULIC
TRENCH SHORES
M.W. Custer, P.E.
5006 Oak Spring Drive
Arlington, Texas 76016
817- 483-5579