HomeMy WebLinkAboutLift Station Wet WellMr. Chris Rhodes
Oldham Goodwin Group, LLC
2800 South Texas Avenue, Suite 401
Bryan, Texas 77802
January 21, 2015
GESSNER
E GIN E RI
GEOTECHNICAL ENGINEERING STUDY
GESSNER ENGINEERING
Lift Station Wet Well
Creek Meadows
College Station, Texas
Gessner Engineering Job No.: 14-0699
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
January 21, 2015
Mr. Chris Rhodes
Oldham Goodwin Group, LLC
2800 South Texas Avenue, Suite 401
Bryan, Texas nB02
Re: Geotechnical Engineering Study
Lift Stati on Wet Well
Creek Meadows
College Station, Texas
Gessner Engineering Job No.: 14-0699
Dear Mr. Chris Rhodes:
e
GESSNER
ENGINEERING
This report conveys our geotechnical engineering study conducted for the proposed Lift Station Wet
Well located in College Station, Texas. We trust that this report is responsive to your project needs.
Please contact us if you have any questions or if we can be of further assistance.
We are excited to work with you on this phase of the project, and look forward to the opportunity to
provide additional geotechnical engineering services, structural services, civil engineering services
and construction materials testing services as the project progresses.
Sincerely,
GESSNER ENGINEERING, LLC F-7451
Kristina M. Farris. E.1.T.
Raquel Gonzales. P.E.
Copies Submitted:
Mr. Chris Rhodes
COLLEGE STATION • BRENHAM • FORTWORTH • SAN A"ITONIO
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
CONTENTS
4 Introduction
Project Description and scope of services
5 Site Investigation Procedures
7 Laboratory Testing
9 Site Conditions
Site geology, surface and subsurface conditions. grou ldwater
12 Engineering Recommendations
Mat foundation. stiffened slab-on-grade foundation system, deep
foundations, ear 'lvvork drainage o•her ;ssues & construct o i materials
testing
18 General Comments and Limitations
19 Appendix
Summary, project layout, bori'lg 'og symbols a·1d terms, ge'.)log1cal 1c>rris
GESSNER ENGINEERING 3
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
Introduction
This report presents the results of our
geotechnical engineering study for the
proposed Lift Station Wet Well, located in
College Station, Texas. Gessner Engineering
was authorized to provide the subsurface
investigation and report for this project by Mr.
Chris Rhodes on November 5, 2014.
Project Description
The project consists of the proposed
construction of a lift station wet well at the site
located at Creek Meadows in Brazos County,
Texas.
Scope of Services
The Texas Section of the American Society of
Civil Engineers defines an engineered
foundation as one that includes a
geotechnical engineering investigation. To
act as this first phase of an engineered
foundation, our scope of work for this project
consisted of:
1. Drilling 1 test bore hole at the selected
location within the project site to evaluate the
subsurface arrangement of strata and
groundwater conditions.
2. Performing geotechnical laboratory tests
on recovered samples to evaluate the
physical and engineering properties of the
strata observed.
3. Engineering analysis to develop design
and construction recommendations with
respect to:
• Site, subgrade, and fill preparation; and
• Foundation design and construction .
Project Location
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
I
SITE INVESTIGATION PROCEDURES
Bore Holes:
1 Bore Hole
Depth: 30 feet
Subsurface conditions were
evaluated by drilling 1 test
bore hole on December 16,
2014 to a depth of
approximately 30 feet, below
the existing ground surface
(at the time of our field
activities) within the limits of the proposed lift
station wet well. The bore hole was drilled
using standard drilling equipment.
The log of bore hole, presenting the
subsurface soil descriptions, type of
sampling used, laboratory results and
additional field data, is presented in the
Appendix. The Symbol Key Sheet, which
defines the terms and descriptive symbols
used on the log, is also provided in the
Appendix.
Soil samples were generally recovered using
thin-walled, open-tube samplers (Shelby
tubes). This type of sampling produces
samples with minimal disturbance, which is
important to obtain accurate laboratory
results. Samples were taken continuously for
the first ten feet in two foot increments. Below
ten feet, samples were taken at five foot
intervals to the termination of the bore hole.
Pocket penetrometer tests were performed
on samples of cohesive soils in the field to
serve as a general measure of consistency
and to give a relative measure of the strength
of the sample.
Samples of soil for which a good quality thin-
walled tube sample could not be recovered
were obtained by means of the Standard
Penetration Test (SPT). This test consists of
measuring the number of blows required for a
140-pound hammer free falling 30 inches to
drive a standard split-spoon sampler 12
inches into the subsurface material after
being seated six inches. This blow count or
SPT "N" value is used to evaluate the
engineering properties of the stratum.
Correlations between the unconfined
compressive strength and the standard
penetration number for the in situ soils have
been developed to estimate the bearing
capacity of the soils.
All samples were removed from samplers in
the field, visually classified, and appropriately
sealed in sample containers to preserve their
in situ moisture contents.
The term consistency refers to the degree of
adhesion between the soil particles and to
the resistance offered against forces that
tend to deform or rupture the soil aggregate.
The consistency of clays and other cohesive
soils is usually described as very soft, soft,
firm, stiff, very stiff, and hard. The correlation
between the pocket penetrometer results and
these consistency terms are provided on the
Figure, "Symbols and Terms used on Boring
Logs" in the Appendix. Additional
consistency terms used on cohesive soils are
plastic, lean and fat. The more closely a soil
approaches the characteristics of a clay soil,
the greater the variety of states of
consistency in which it may be found. A
plastic soil changes physical properties
depending upon the moisture content of the
soil. The degree of plasticity is sometimes
expressed by the terms fat and lean. Lean
clay is only slightly plastic; fat clay has a high
plasticity.
Pocket Penetrometer
GESSNER ENGINEERING 5
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
LABORATORY TESTING
Samples obtained during the field program
were visually classified in the laboratory by a
geotechnical engineer or technician. A
testing program was conducted on selected
samples in accordance with the ASTM
Standard Test Procedures, as directed by the
geotechnical engineer, to aid in classification
and evaluation of engineering properties
required for analysis.
The testing program for this project included
sieve analyses, moisture contents, Atterberg
limits, unit weights, unconfined compressive
strengths, and bar linear shrinkage tests.
The sieve analyses were performed by
passing the sample through a series of sieves
to classify the soil based on their particle size.
This allows a determination of the type of
soils, distribution of the particle sizes and the
interaction between the particles. The sieve
analysis procedure is outlined in ASTM C136.
Sieves used for this test include a series of
screens of various sizes to determine the
amount of various particle sizes in a sample.
Sieves are numbered with the highest
numbers representing the finest screens.
The moisture content tests were performed in
accordance with ASTM 02216 by placing a
sample into an oven with a constant
temperature and comparing the mass before
oven drying to the mass after oven drying.
Changes in the moisture content have a
significant effect on the behavior of plastic
soils. Variations in the moisture content from
the state observed during investigation can
result in soil shrinkage or swell. If the moisture
content of the soil increases after
construction, for example, the soil can induce
uplift forces on the structure it is supporting.
The structure of clay consists of a random
arrangement of flat plates. Edges of the
particles are positively charged, and the face
is negatively charged. The negative charges
on the face of the clays bond with positive
GESSNER ENGINEERING
water ions in the soil, causing expansion of
the soils. This water may be released with the
application of pressure from load,
evaporation, or suction from gravity or
vegetation. The specific chemical makeup of
the various clays causes them to have a
stronger or weaker ability to bond with water.
In simple terms, the clay molecules can be
represented as a randomly scattered stack of
playing cards. With the addition of wate r, it is
similar to attaching ping pong balls to the
face of the cards. Stacking these cards would
result in a large volumetric change similar to
what occurs in clay soils.
In order to relate moisture content and soil
consistency, Atterberg limit tests were
performed on the samples in accordance with
ASTM 04318. The
Atterberg limit test
is comprised of two
separate tests:
plastic limit and
liquid limit. The
plastic limit test
determines the
moisture content of
the soil in its dry
ASTM Testing
Standards:
Technical standards for a wide
range of materials, products,
systems, and services laid out by
the American Society for Testing
and Materials, an international
standards organization.
state wh ile the liquid limit test determines the
moisture content as the soil nears a liquid
state. The plastic limit is described as the
water content of the soil where it transitions
between brittle and plastic behavior. This
point is determined by rolling the samples in
threads 1/8 inch (3 mm) in diameter to the
point at which they begin to crack and/or
crumble. In contrast, the liquid limit describes
the water content of the soil where it
transitions between plastic and liquid
behavior. In conducting this test, the sample
is placed in the metal cup portion of a liquid
limit device. A standard grooving tool is used
to create a gap in the center of the sample
0.53 inches (13.5 mm) in width. The cup is
then dropped repeatedly onto the hard
rubber base. The liquid limit is the moisture
content at which the groove closes after 25
6
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
blows. The plasticity index is the difference
between the two and provides a description
of the moisture states a soil can experience.
The plasticity index is an indicator of the
potential for expansion or contraction of the
soil.
Uquid Umit Device
For select samples of clayey soils, bar linear
shrinkage testing was done to provide an
additional measure of the expansive potential
of the soil. Testing was done in accordance
with TEX-107-E, in which the soil is placed in a
sample mold at a moisture content slightly
above the liquid limit, oven dried overnight,
and the dry length measured. The difference
between the dry and wet lengths is
representative of the potential linear
shrinkage of that soil strata.
Unit weights were determined by the ratio of
the weight to given volume of a sample in
accordance with ASTM 07263. Dry density
measurements are useful to determine the
degree of soil compaction, void ratio and
porosity.
GESSNER ENGINEERING
The most direct qualitative measure of
consistency is the load per unit area at which
unconfined samples of the soil fail in a simple
compression test. This quantity is the
unconfined compressive strength of the soil
and can be used to estimate the shear
strength of cohesive soils. Unconfined
compressions tests indicate the strength of
soil under unconfined conditions. Tests were
performed in accordance with ASTM 02166
by placing a cylindrical soil sample with no
confinement and applying a compressive
load until it fails . The load is applied fairly
rapidly thus producing undrained conditions.
In an undrained condition the pore water
does not move through the sample quickly
and excess pore pressures develop.
Generally, structures are constructed and
loads imposed on the soil more quickly than
the rate of drainage of the soils. Therefore,
the undrained condition is the more
applicable condition for testing.
Results of the laboratory tests are presented
on the Log of Bore Hole in the Appendix and
are discussed in the following sections.
7
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
SITE CONDITIONS
Site Geology
Site specific soils data is critical to design and
performance at this location. On a grander
scale, the major soil formations provide
information with regards to the depth and
magnitude of the conditions, as well as
anticipated features of the soils in this area .
On a more localized level, the US Department
of Agriculture provides general soils data
based on regional shallow soils data. This
information provides typical data for the area .
While it is valid as a general reference, it does
not provide data accurate enough to replace
site specific engineering analysis.
The site is located in the Yegua Formation of
the Eocene Age in the Tertiary Era as
indicated on the Geologic Atlas of Texas,
Austin Sheet as published by the University of
Texas at Austin. The Yegua Formation is
composed of sandstone, clay, and lignite.
The sandstone is fine grained, subangular to
subrounded, indurated to friable, calcareous,
glauconitic, massive, locally cross-bedded,
and contains mostly quartz and some chert.
The clay is lignitic, bentonitic, sandy, silty,
mostly well laminated, and is chocolate
brown to reddish brown. Lentils of lignite are
common, and flat ironstone concretions and
spherical calcareous concretions a foot or
more in diameter are common. The Yegua
Formation is approximately 750 to 1,000 feet
thick.
According to the USDA, the site is located in
the Singleton fine sandy loam formation. This
soil unit is characterized by non-plastic to low
plasticity fine sandy loam at the surface, high
to very high plasticity clay between 9 and 17
inches, moderate to very high plasticity sandy
clay between 17 and 28 inches, and bedrock
between 28 and 60 inches. The Building Site
Development is rated as very limited due to
shrink-swell potential.
G SSNER ENGINEERING
Surface Conditions
Based on visual observations, the area of the
proposed lift station wet well is located on a
gentle slope with an elevation difference of
approximately 2 feet across the site. Ground
cover for the proposed site consists of grass
and weeds.
Subsurface Conditions
The subsurface arrangement of strata at the
site was evaluated from our field and
laboratory programs. In general, the soil
stratigraphy from the surface to 28 feet
indicated clayey sand followed by fat clay
from 28 feet to the termination of the bore
hole at approximately 30 feet below existing
grade.
These soils generally exhibit a low to very
high potential for volumetric change due to
moisture variations, as indicated by the
measured plasticity indices (Pl) which are
presented in Table 1. The table (Table 1) also
contains the in situ moisture contents that
correspond to the plastic limits found in the
bore hole. These moisture contents indicate
that the soils were dry on the surface and wet
below the surface at the time of sampling.
Moisture contents are compared to plastic
limits to evaluate the conditions within the
plastic state for the particular soil, as
opposed to absolute values of mo isture
content.
During the procurement of subsurface
samples, pocket penetrometer tests were
performed upon each undisturbed soil
sample. Pocket penetrometers provide an
estimate of soil strength by pressing a spring
loaded piston a specified depth into the soil
sample. In addition, unconfined compression
tests were performed on selected samples in
the laboratory to supplement the field results.
The shear strength based on unconfined
compressive tests and correlated from the
pocket penetrometer tests are included in
8
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
Table 1 below. Another good indicator of
strength is the friction angle, which can be
correlated from the SPT test in the field.
These values are also included in Table 1
below.
The clayey sand found from 2 to 4 feet in Bore
Hole 1 was tested for shrinkage through a bar
linear shrinkage test. The soil was found to
shrink 12% in volume from its maximum
volume to an oven dry state. This value
indicates a moderate shrink-swell potential.
Groundwater Conditions
The bore hole was dry augered to its
completed depth in an attempt to observe
groundwater conditions. No groundwater
was observed in the bore hole at the time of
the drilling. We should note that groundwater
at the site may occur in the form of "perched"
water traveling along pervious seams or
layers within the soils. The frequency of such
groundwater is expected to increase during
and soon after periods of wet weather. The
direction of flow of subsurface moisture is
unknown and many times will differ from the
surface topography. Caution should be taken
when constructing in wet seasons and all
water accumulated during construction shall
be removed prior to concrete placement.
, . · · .· · · Moisture ·,
. Approximate St t Pl . C . t t Shear.Strength (tsf)/.
-· · Depth .· · ra a Range . R. · ~n e(~/) Friction Angle (°) . , . . . , . ange /o
0-28'
28' -30'
Clayey Sand
(SC)
Fat Clay (CH)
16-43
44
2% Dry to 7%
Wet
4% to 5% Wet
Table 1: Engineering Properties of Each Soil Strata
0.15-4.83
40°
0.55-1.50
GESSNER ENGINEERING 9
CIVIL STRUCTURAL GEO TECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
ENGINEERING RECOMMENDATIONS
The following recommendations are based upon the data obtained in our field and laboratory
programs, information provided to Gessner Engineering by the client including scale of the project
and use, and our experience with similar subsurface and site conditions and the proposed
construction methods. Often the use of the facility dictates that the foundation will support closely
spaced walls and brittle fin ishes. The extensive use of brittle finishes throughout typical office
buildings and homes requires that the foundation be sufficiently rigid to limit deflection which
would crack these finishes. By contrast, the use of some facilities requires flexibility in the
foundation system. Retail centers, for instance, require frequent remodeling due to tenant changes
and thus need to cut the floor slab to relocate plumbing.
In addition, the scale of the project affects the geotechnical recommendations. For relatively small
facilities, it is more cost effective and successful to stiffen a foundation to perform on the underlying
expansive soils. Projects with large footprints can economically be constructed through extensive
preparation of the subgrade soils to provide suitable conditions for a less stiff and consequently
less expensive foundation. Subgrade treatment can include chemical stabilization, removal and
replacement, or other methods to improve the in situ soil characteristics.
Gessner Engineering makes reasonable assumptions regarding these recommendations based on
client data. The cost effectiveness of the foundation system may be affected by numerous items
including but not limited to: construction cost variations, the availability of fill, site topography, and
presence of groundwater.
Expansive soils are present on this site. This report provides recommendations to help mitigate the
effects of soil shrinkage and expansion. However, even if these procedures are followed, some
movement and cracking in the structure should be anticipated. The potential for material cracking
and other damage such as unlevel floor slabs will increase if modifications at the site during or after
construction results in excessive wetting or drying of the expansive soils. Eliminating the risk of
movement and distress may not be feasible, but it may be possible to further reduce the risk of
movement if significantly more expensive measures are used during construction. Gessner
Engineering would be pleased to discuss other construction alternatives with you upon request.
Deciding the type of foundation system is a process that should involve the owner, architect,
contractor/builder, and engineer. The owner and architect should be aware of the potential risks
and cost implications of the selected foundation system. The type of foundation may affect the
selection of fin ishes, joint locations in walls and joint locations in masonry.
Given the scale and use of the facility in the soil conditions located at this site, a mat foundation
system or a stiffened slab-on-grade foundation is recommended to support the proposed
structure.
Mat Foundation
For small areas with high distributed loads, a shallow mat foundation may be the most appropriate
system.
A value of 3,000 pounds per square foot (psf) may be used as the resulting allowable bearing
pressure for the soils at one to three feet below ground surface with a properly prepared building
pad. Based on the characteristics of the soils at this site and the planned load of the tanks, the
GESSNER ENGINEERING 10
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
structure may be supported on grade as long as the surface material is compacted to form a
properly prepared building pad . The foundation shall bear a minimum of 12 inches into compacted
fill or existing material, and the final mat depth should be properly evaluated by the structural
engineer.
Gessner engineering understands that the client wishes to bear the foundation at a depth that
allows the tank to remain mostly underground. The deep bearing capacities at different depths
have been provided in the table below. To minimize movement and to reduce the possibility of
cracking, it is recommended that the subgrade beneath the foundation be stabilized with lime per
the "earthwork recommendations" section of this report. In addition, the walls of the structure shall
conform with to the "retaining walls" section of this report.
.,
Allowable Bearfng Allowable Bearing.·,
Depth (feet) Capacity Total Load Capacity Dead
(ksf) Load (ksf)
10 4.22 2.81
15 4.22 2.81
18 11.75 7.83
20 11.75 7.83
~
23 3.36 2.24 -25 3.36 2.24 -29 4.22 2.81
30 2.34 1.56
Table 2: Allowable Bearing Capacity at Increasing Depths
Stiffened Slab-on-grade
A stiffened slab-on-grade, also known as a waffle slab or modified mat foundation, consists of a
slab stiffened with beams spanning across the foundation in each direction. Stiffened slab-on-
grade foundations are appropriate for foundations on expansive soils which are sensitive to
deflection, but where structural elevated foundation systems are beyond the project budget. Grade
beams in these foundations should extend from edge to edge across the slab. The network of
grade beams is intended to create a rigid plate that moves as a unit in response to soil movement.
Stiffened slab-on-grade systems can be designed as conventionally reinforced or cable post
tensioned systems.
Gessner Engineering has calculated the potential vertical rise (PVR) of the soils at this site using the
Texas Department of Transportation Method Tex-124-E. The movement may be either heave or
settlement depending on the changes in the moisture content. The PVR at this site is calculated to
be approximately 2.4 inches. After the building pad is constructed as recommended in the
"Earthwork" section, the PVR may be taken as approximately 2.0 inches. Due to assumptions and
generalities required for the calculation of the potential vertical movement, it should only be taken
as an approximation. We should note that moisture variations in the subgrade soils due to poor
drainage, perched water in pervious layers, leakage of utilities, etc. could induce volumetric
changes resulting in movements which are in excess of those estimated by the PVR procedure.
GESSNER ENGINEERING 11
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
The parameters for the foundation design presented here are provided for the methods
recommended by the Texas Branch of the American Society of Civil Engineers. Should the design
engineer require additional parameters. please contact Gessner Engineering.
Compacted
subgrade
Slab cast on grade
(prepared fill)
Earth·formed grade beams extend
from edge to edge of foundation
Conventionally Reinforced System
Adjacent soils sloped to
drain
Steel reinforcement
The primary role of steel reinforcement in reinforced concrete is to carry the tensile forces due to
flexure of the beams. Concrete has high compressive strength, but lacks tensile strength. The
conventionally reinforced stiffened slab-on-grade uses steel reinforcement in the grade beams to
create the necessary stiffness in the foundation. Increasing the grade beam depth and size of
reinforcement, and decreasing the beam spacing provide additional stiffness for more expansive
soils.
Presented below are the design parameters for the Building Research Advisory Board (B.R.A.B.)
design method and the Wire Reinforcement Institute (W.R.I.) design method based upon the
subsurface conditions observed at this project location. These methods are essentially empirical
design techniques and the parameters provided are based on our interpretation of the project soil
borings and criteria published in the B.R.A.B. design manual and the W.R.I. design manual.
Based on the existing soil, the effective plasticity index is calculated at 32 which indicates a
moderate expansion potential. After the building pad has been placed in accordance with the
foundation portion of the "earthwork" section of this report, the design effective plasticity index is
29. A value of 3,000 pounds per square foot (psf) may be used as the resulting allowable bearing
pressure for the soils at one to three feet below ground surface with a properly prepared building
pad. Other measures recommended to reduce moisture infiltration into the subgrade are presented
later in this subsection and in the "Drainage" subsection. The effective design parameters after the
recommended earthwork is performed are presented in the table below.
GESSNER ENGINEERING 12
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
Design Effective Plasticity Index 29
Allowable Bearin CaP-aci~ (P-sf> __ 3....:..,o_o_o __________ ___,
Climatic Rating 22
Soil Support Index (SSI) 0.89
Table 3: B.R.A.B. or W.R./. Design Parameters
We recommend that grade beams extend at least 12 inches below final grade into properly
compacted earth. This recommendation is to reduce surface water migration below the foundation
elements and to develop proper bearing of the grade beams. According to section 1805 of the
International Building Code, the foundation is required to bear 12 inches below the adjacent
soil. The grade beam width and depth should be properly evaluated by the structural engineer.
Grade beams may be thickened and widened at column locations to serve as spread footings to
support concentrated loads.
The amount of total and differential settlement of the proposed site is anticipated to be minimal if
the design requirements are precisely followed as stated in this report. Calculated bearing
capacities for this site should be sufficient to provide this performance. For a stiffened slab-on-
grade foundation. we highly recommend that measures be taken whenever practical to increase
the tolerance of the structure to post-construction foundation movements. An example of such
measures would be to provide frequent control joints for masonry/brick/stucco veneer exterio rs. if
any, to control cracking across such walls and concentrate movement along the joints.
Care should be taken in all foundation systems to provide adequate drainage around the structure
and prevent ponding of runoff adjacent to the foundation. Reference the "drainage" section for
additional resources. In addition, systems that extend from the building into the shallow soils such
as plumbing should be designed to accommodate the movement of the shallow soils.
Subgrade for stiffened slab-on-grade foundation system shall be prepared in accordance with the
foundation portion of the soil preparation section of this report.
Site Retaining Walls
The walls of the wet well can be designed as a retaining wall for a basement. Reta ining walls for
basements shall be designed as internally braced walls in accordance with Peck's empi rical
method. Braced walls should be designed as a rigid wall that will not move enough to activate
active or passive earth pressures. Instead. earth pressures shall be applied as shown in the
following figure and equation.
GESSNER ENGINEERING 13
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MA TE RIALS TESTING
Where:
H/4
<---------<' H H/2
___________,,--+
H/4
~p
Figure 1: Applied Lateral Pressure
p = 0.3/fl
P=applied lateral pressure, in pounds per square foot
H =retained wall height, in feet
y =soil unit weight, in pounds per cubic foot
The pressure on the wall will greatly increase if water is allowed to collect adjacent to the wall; thus,
a drain system shall be installed to prevent pore pressures from building up within the backfill soils.
Earthwork
Construction areas should be stripped of all vegetation, loose topsoil, surficial concrete, etc. Roots
of trees to be removed within construction areas should be excavated and removed from the
construction area. During earthwork. best practices shall be applied to limit erosion and pollution
by sedimentation. At all times. the contractor shall work to maintain natural drainage and prevent
the accumulation of runoff.
To achieve the required moisture content, the following recommendations are included as an aid to
contractors. Where subgrade or layer of soil material requires moisture before compaction,
uniformly apply water to surface of subgrade. Remove and replace, or scarify and air dry soil
material that is too wet to permit compaction to specified density. Soil material that has been
removed because it is too wet to achieve compaction may be stockpiled or spread and allowed to
dry. Assist drying by discing, harrowing or pulverizing until moisture content is reduced to a
satisfactory value. Alternate methods to achieve the end result of specified moisture content and
compaction may also be used.
Four different methods may be utilized to successfully compact the soil. They include the
processes of static weight, kneading action, impact, or vibration. The soil must be compacted
using a compactor in accordance with the ASTM standards. A compactor is required to compact
the soil to such a large degree. Track equipment such as bulldozers apply pressure across a large
GESSNER ENGINEERING 14
CIVIL STRUC'T\JRAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
surface area and are therefore limited in their capabilities compared to a compactor. If the select fill
is not compacted properly, the fill material and structures constructed on it are subject to significant
settlement.
Foundation Earthwork
For stiffened slab-on-grade at this site, it is recommended that a
minimum of 1 foot of existing material be removed and 2 feet of select fill
be compacted in place to form a level building pad. The building pad
shall extend a minimum of five feet from the edge of the site of the
footprint in all directions. Select fill shall slope away at an angle that
allows for proper drainage. Refer to the Drainage section of the report
for more details.
Beneath a jointed slab, the 12" of clayey sand at the bottom of the
Earthwork:
Stiffened Slab-on-grade
• Remove 1' of existing
material
• Replace with 2' of
compacted select fill
• Lime stabilized
bottom 12"
excavation shall be lime stabilized with 5% lime by weight prior to the placement of compacted
select fill. Lime treatment shall be accomplished such that a uniform subgrade mix is obtained. The
treated subgrade should be compacted to a minimum of 95 percent of the maximum density as
determined by the moisture/density relation (ASTM D698) at +1 to +3 percent above optimum
moisture content. Lime stabilization is not required for stiffened slabs on grade.
Select fill to be utilized beneath the stiffened slab-on-grade limits should consist of a low plasticity
clayey soil with a plasticity index between five and 20, a maximum gravel content (percentage
retained on No. 4 sieve) of 40 percent, and rocks no larger than two inches in their largest
dimension; or a crushed limestone base material meeting the requirements of the Texas
Department of Transportation (TxDOT) 2004 Standard Specifications Item 247, Type A, Grade 4.
Alternatively, a low-plasticity granular fill material which does not meet these specifications may be
utilized only if approved by Gessner Engineering. All structural fill should be placed on prepared
surfaces in lifts not to exceed eight inches loose measure, with compacted thickness not to exceed
six inches. Select fill should be compacted to at least 95 percent of the Standard Proctor (ASTM D
698) density at a moisture content ranging within two percent of optimum moisture content for
depths of three feet or less. If fill in excess of three feet is required, all structural and select fill
deeper than three feet shall be compacted to 100 percent of Standard Proctor (ASTM D 698).
Construction areas should be stripped of all vegetation, loose topsoil, surficial concrete, etc. Roots
of trees to be removed within construction areas should be excavated and removed from the
construction area. Once final subgrade elevation has been achieved, exposed soil subgrade areas
shall be proofrolled with a 15 ton roller (minimum) or equivalent equipment as approved by the
engineer to detect weak zones. Weak areas detected during the proof rolling process, as well as
zones containing debris and/or organics and voids resulting from removal of tree roots, etc., should
be removed and replaced with soils exhibiting similar classification, moisture content, and density
as the adjacent in situ soils. Finally, the minimum amount of select fill shall be placed to evenly
build up the pad. Select fill amounts may be increased to raise the building pad to the desired
finished floor elevation, or to decrease the movement potential of the site.
Site Fill
For site areas not below pavements or structures, general fill may be used to achieve the desired
grade. General fill shall have a plasticity index no greater than 30, and shall be free of debris and
GESSNER ENGINEERING 15
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
organics. All general fill should be placed on prepared surfaces in lifts not to exceed eight inches
loose measure, with compacted thickness not to exceed six inches. General fill should be
compacted to at least 92 percent of the Standard Proctor (ASTM D 698) density at a moisture
content ranging within two percent of optimum moisture content.
General fill within five feet of the foundation perimeter for the top foot of soil may be installed as a
clay cap on fill materials to prevent migration of surface water beneath the structure. This material
shall be placed as noted above, and shall have a plasticity index in excess of 30. The fill shall be
free of debris and organics, and shall be placed to comply with the Drainage section of this report.
Utility Trench Fill
The upper portion of utility excavations should be backfilled with properly compacted clay soils to
minimize infiltration of surface water. A clay "plug" should be provided in the trench on the exterior
of the building to prevent water from gaining access along the trench to the subgrade beneath the
structure. This plug shall extend two feet beyond the pipe face in all directions, and be a minimum
of two feet thick.
Drainage
The performance of the foundation system for the proposed lift station wet well will not only be
dependent upon the quality of construction, but also upon the stability of the moisture content of
the near surface soils. Therefore, Gessner Engineering highly recommends that site drainage be
developed so that ponding of surface runoff near the structure does not occur. Accumulation of
water near the structure foundation may cause significant moisture variations in the soils adjacent
to the foundation, thus increasing the potential for structural distress.
Slope adjacent to foundations is addressed in section 1803 of the International Building Code,
which requires a five percent slope in the first ten feet. Where sites do not allow this, the code
allows drainage structures to accommodate the runoff. It should be noted that this requirement
conflicts with accessibility standards, which would govern at entrances and other travel paths.
Other Issues
Large trees adjacent to the foundation should be avoided, as they can affect soil moisture contents
significantly by creating concentrations of dry soils around the trees. If trees adjacent to the
foundation cannot be avoided, property owners should maintain the drip line of the trees, which is
typically consistent with the root system, and can help keep the root system from causing
foundation issues.
Maintenance of the entire landscape is a good practice for maintaining consistent moisture
contents and minimizing foundation movement. Proper landscape maintenance uses vegetation
as a natural moisture content indicator, as both over and under watering will result in distress of the
plants.
Any element that can affect the moisture content of the soils supporting the foundation, such as
pools or plumbing, pose a risk to stiffened slab-on-grade foundations. Care should be taken to
prevent and quickly repair any leaks to minimize damage to the foundation.
GESSNER ENGINEERING 16
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
Care should be taken when constructing adjacent to slopes to prevent bearing capacity failure due
to nearby slope failure. For slopes steeper than 1 to 1, section 1808.7.2 of the 2012 International
Building Code recommends a minimum set back from slopes of fifteen feet or one-half the height of
the slope.
Construction Materials Testing
The performance of foundation systems and pavements are highly dependent upon the quality of
construction. Compaction testing of fill material and concrete strength tests are required by the
International Building Code. Therefore, we recommend that the foundation installation be
monitored by Gessner Engineering to identify the proper bearing strata and depths and to help
evaluate building pad and foundation construction. We would be pleased to develop a plan for
foundation monitoring to be incorporated in the overall quality control program. Please contact
Gessner Engineering for more information.
GESSNER ENGINEERING 17
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
General Comments
The analysis and recommendations presented in this report are based upon the data obtained from
the boring performed at the indicated location and from other information discussed in this report.
This report does not reflect variations that may occur across the site, or due to the modifying effects
of weather. The nature and extent of such variations may not become evident until during or after
construction. If variations appear, Gessner Engineering should be immediately notified so that
further evaluation and supplemental recommendations can be provided.
Limitations
The scope of services for this project does not include, either specifically or by implication, any
environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or identification
or prevention of pollutants, hazardous materials, or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
For any excavation construction activities at this site, all Occupational Safety and Health
Administration (OSHA) guidelines and directives should be followed by the Contractor during
construction to insure a safe working environment. In regards to worker safety, OSHA Safety and
Health Standards require the protection of workers from excavation instability in trench situations.
This report has been prepared for the exclusive use of Mr. Chris Rhodes with Oldham Goodwin
Group, LLC for the specific application to the project discussed and has been prepared in
accordance with generally accepted geotechnical engineering practices. This report was written
and recommendations were made based on the soil data collected on December 4, 2014. If
construction is delayed or the proposed area experiences severe weather conditions, please
contact the geotechnical engineer prior to construction. No warranties, either expressed or
implied, are intended or made. In the event that changes in the nature, design, or location of the
project as outlined in this report are planned, the conclusions and recommendations contained in
this report shall not be considered valid unless Gessner Engineering reviews the changes and
either verifies or modifies the conclusions of this report in writing.
GESSNER ENGINEERING 18
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
APPENDIX
../Summary
../Project Layout
../Boring Log
../Symbols & Terms
../Geological Terms
Mobile B-37 Orm Rig: Bubba Red
GESSNER ENGINEERING
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
RECOMMENDATIONS SUMMARY
Foundation Type
o Mat foundation
o Stiffened slab-on-grade
Design Parameters: mat foundation
o Subgrade bearing capacity of 3,000 pounds per square foot (psf)
o Remove 6"' of existing material
o Replace with compacted select fill as required
Design Parameters: stiffened slab-on-grade
o Effective plasticity index (Pl) equals 29
o Subgrade bearing capacity of 3,000 pounds per square foot (psf)
o Remove 1' of existing material
o Replace with 2' of compacted select fill
o Lime stabilize bottom 6" of evacuation prior to fill placement
***It should be noted that this summary simply outlines the recommendations made in the
geotechnical engineering report. This summary is not intended to replace or supersede any part of
these recommendations. The report shall be used for all design and construction procedures.***
GESSNER ENGINEERING 20
CIVIL STRUCTURAL GEOTECHNICAL LAND SURVEYING CONSTRUCTION MATERIALS TESTING
Scale NTS
• 14-0699 Job No.
Drawn By TK
Checked By RG GESSNER Drawn Date 1 6.15
ENGINEERING Drawing No
LOG OF BORING NO: 1
CLIENT: Oldham Goodwin Group, LLC
PROJECT: Lift Station Wet Well
Creek Meadows
College Station. Texas
PROJECT NO: 14-0699
DATE: 12/16/2014
DRILLER: Gessner Engineering
LOCATION: N 30' 31' 37.28"
w 96' 16' 58.82"
GROUND SURFACE:
Cleared Area
27 16 9.7 118.7 44 4.83 SC
42 27 16.9 47 SC -w/SandSeams
43 16 43 SC
43 29 21.1 100.2 33 1.12 SC -w/ClaySeamsandlrooOre
60 44 20.3 62
TERMINATED AT 30 FEET
DRY AT COMPLETION
CH Stiff to Hard Gray Fat Clay with Sand
-w/ Iron Stains
SYMBOLS AND TERMS USED ON BORING LOGS
SAMPLER TYPES
~ E] ·~f~~ g 0 ~
CLAY SILT SAND SANDSTONE GRAVEL AUGER SHELBY TUBE
D fj II D ~ ~ ~
LIMESTONE FILL ASPHALT CONCRETE SHALE SAMPLE LOST SPLIT SPOON
TERMS DESCRIBING CONSISTENCY OR CONDITION
COARSE GRAINED SOILS (Major Portion Retained on No.200 Sieve): Includes (1) clean gravels and
sands, and (2) silty or clayey gravels and sands. Condition is rated according to relative density, as
determined by laboratory tests.
Standard Penetration,
N-Value, Blows/Ft.
0-4
4-10
10-30
30-50
>50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
FINE GRAINED SOILS (Major Portion Passing No.200 Sieve): Includes (1) inorganic and organic
silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according
to shearing strength, as indicated by penetrometer readings or by unconfined compression tests.
Pocket Penetrometer
Reading
0.25
0.~.75
1.0-1 .5
1.75-3.0
3.25-4.5
4.5+
Consistency
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Unconfined Compressive
Strength, tons/sq. ft.
less than 0.15
0.15 to 0.30
0.30 to 0.55
0.55 to 0.95
1.00 to 1.40
1.50 and higher
Note: Slickensided and fissured clays may have lower unconfined compressive strengths
than shown above, because of planes of weakness or cracks in the soil.
EXPANSION POTENTIAL OF COHESIVE SOILS
Plasticity Index
0-5
5-20
20-30
30-40
>40
Degree of Expansive Potential
Very Low
Low
Moderate
High
Very High
TERMS CHARACTERIZING SOIL STRUCTURE
Parting -paper thin in size Seam -1/8" to 3/8" thick Layer -greater than 3"
Slickensided
Fissured
Laminated
lnterbedded
Calcareous
Well graded
Poorly graded
Flocculated
-having inclined planes of weakness that are slick and glossy in appearance
-containing shrinkage cracks, frequently filled with fine sand or silt;
usually more or less vertical.
-composed of thin layers of varying color and texture
-composed of alternate layers of different soil types
-containing appreciable quantities of calcium carbonate
-having wide range in grain sizes and substantial amounts of all
intermediate particle sizes
-predominantly of one grain size, or having a range of sizes with some
intermediate size missing
-pertaining to cohesive silts that exhibit a loose knit or flakey structure
GLOSSARY OF GEOLOGIC TERMS
Aphanitic -dense, homogeneous rock with constituents so fine that they cannot be
seen by the naked eye
Argillaceous -containing, made of, or resembling clay; clayey
Bentonitic -an absorbent aluminum silicate clay formed from volcanic ash and used
Carbonaceous
Chert
Conchoidal
Cross bedded
Fluviatile
Fossiliferous
Friable
Glauconitic
Gypsiferous
Igneous
Inclusion
lndurated
Laminated
Lateritic
Lenticular
Lignitic
Marl
in various adhesives, cements, and ceramic fillers
-consisting of, containing, relating to, or yielding carbon
- a siliceous rock of chalcedonic or opaline silica occurring in limestone
-of, relating to, or being a surface characterized by smooth, shell-like
convexities and concavities, as on fractured obsidian
-intersecting layers of distinct soil deposits
-produced by the action of a river or stream
-containing fossils
-readily crumbled, brittle
-a greenish mineral of the mica group, a hydrous silicate of potassium,
iron, aluminum, or magnesium found in greensand and used as a
fertilizer and water softener
-containing gypsum; a widespread colorless, white, or yellowish mineral,
used in the manufacture of various plaster products, and fertilizers
-rocks formed by solidification from a molten state; pyrogenic
-a solid, liquid, or gaseous foreign body enclosed in a mineral or rock.
-hardened soil that has been changed by extreme climate
- a soil deposit divided into thin layers
-pertaining to red residual soil in humid tropical and subtropical regions that is
leached of soluble minerals, aluminum hydroxides, and silica but still contains
concentrations of iron oxides and iron hydroxides.
-lens-shaped grains of soil or rock
-pertaining to soft, brownish-black coal in which the alteration of
vegetable matter has proceeded further than in peat but not as far as in
bituminous coal; also called brown coal
-a loose and crumbling earthy deposit consisting mainly of calcite or
dolomite; used as a fertilizer for soils deficient in lime
Metamorphic -rocks changed in structure or composition as a result of metamorphism
Micaceous
caused by chemical reaction or heat and pressure
-containing mica; any of a group of chemically and physically related
aluminum silicate minerals, common in igneous and metamorphic rocks,
characteristically splitting into flexible sheets used in insulation and electrical
equipment
Montmorillonitic -clays that are comprised mostly of montmorillonite; one of the three
Morphology
Porous
Pyrite
Scarp
Siliceous
Surficial
Tuffaceous
types of clay soil grains (illite, kaolinite, and montmorillonite)
-refers to the geological characteristics, configuration, and evolution
of rocks and land forms
-admitting the passage of gas or liquid through pores or interstices
-a brass-colored mineral occurring widely and used as an iron ore
and in producing sulfur dioxide for sulfuric acid; also called fool's gold
-a long steep slope or cliff at the edge of a plateau or ridge; usually formed by
erosion
-containing, resembling, relating to, or consisting of silica; a white or
colorless crystalline compound occurring abundantly as quartz,
sand, flint, agate, and many other minerals and used to manufacture a
wide variety of materials, especially glass and concrete
-of, relating to, or occurring on or near the surface of the earth
-comprising rocks made of compacted volcanic ash varying in size from
fine sand to coarse gravel; also called tufa
Lift Station Design Worksheet
DAILY
WASTEWATER WASTEWATER
FLOW STRENGTH (mg/I
SOURCE REMARKS (Gallons/Person) 8005)
Municipality Residential 100 200
Subdivision Residential 100 200
Trailer Park Transient 2-1 /2 persons/trailer 50 300
Mobile Home Park with showers 75 300
School with Cafeteria without showers 20 300
School with Cafeteria Overnight user 15 300
Recreational Parks Day User 30 200
Recreational Parks 5 JOO
Office Building or Factory 20 300
Motel 50 300
Restaurant Per Meal 5 1000
Hospital Per Bed 200 300
Nursing Home Per Bed 100 300
Design Source:
Subdivision Residential JOO 200
Daily Wastewater Flow:
RESULTS
Average Daily Flow (ADF) = 43,788 GPD
GIVEN
Total Units =
Capita per Unit =
Peaking Factor =
164
2.67
4
(1) Average Daily Flow (ADF) =
Peak Flow =
30.41 gpm
121.63 gpm ¢:J
Retention Volume:
GIVEN RESULTS
(2) Longest 24 Month Power Outage = 29.0 min Required Wet Well Storage = 3,527 gallons ¢:J
Wet Well Geometry & Pump Cycle:
GIVEN
Wet Well Diameter =
RESULTS
6.00 ft Total Wet Well Depth = 20.75 ft
291.25 ft Useable Wet Well Storage = 3, 171 gallons Top Elevation of Wet Well =
Designed Freeboard =
Pump On Elevation =
51 in (3) Useable Line Storage = 3,480 gallons
274.00 ft Total Retention Storage Provided = 6,651 gallons ./
Pump Off Elevation =
Designed Wet Well Sump =
Designed Firm Pump Rate =
(5) Influent Gravity Invert Elevation =
Notes:
272.00 ft Average Daily Flow Conditions
18 in Pump Time Off= 13.9 min
133 gpm JPump Time On = 4.1 min
274.95 ft (4) Pumping Cycle Time = 18.0 min
Peak Flow Conditions
Pump Time Off=
Pump Time On =
(4) Pumping Cycle Time =
3.5 min
37.2 min
40.7 min
1. Average daily flow is based on a twenty-four hour useage period when converting to gal Ions per minute.
2. Longest power outage supplied by BTU Electric in past 24 months (1120115);
3. Storage determined at an elevation of287.0';
4. Pump cycle shall not be less than six minutes for submersible pumps and ten minutes for non-submersible pumps.
5. Influent sanitary sewer line's invert shall be above the "Lead Pump On" elevation;
260-0551 TCEQ Chp 217 .xlsx 4/2/201 5
j
j
Tank Floatation Worksheet
Design Calculations
COLOR & SHADE LEGEND
Description
Input Value Into This Area
Unused Cell (No Entry Required)
Referenced Number (No Entry Required)
Calculated Result
Reference or Instructions
DESIGN INPUT VALUES
TANK GEOMETRY
Description
Interior Tank Diameter
Interior Tank Depth
Wall Thickness
Base Thickness
Total Depth of Tank
Tanlc Above Final Grade
Outside Perimeter of Tank
Unit Weight of Tank
SOIL PROPERTIES
Description
di
bJ
lw
tb
H
h
p
W1
L -0.00
I 1.00
lnfonnation
Value
6
20.75
7.75
12.00
21.75
3
22.91
145
Value
Soil Classification I
Consistency in Place Soft
CL
Unit Adhesion Value c 0
Table 2-6-7 Geotechnical Soil/Foundations -NA VDOCKS, DM-7
CALCULATED FORCES
Description Value
e1g to
Skin Friction Force (Fs = cHP)
Uplift Force (Weight of Water Displaced)
Factory of Safety FOS 1.53
260-0551 TCEQ Chp 217.xlsx
Unit
ft
ft
in
in
ft
ft
ft
lb/ft3
Unit
lb/ft2
Unit
4/2/2015
WILL NOT FLOAT
Page 1of1
Bearing Capacity Worksheet
Design Calculations
COLOR & SHADE LEGEND
Description
Input Value Into This Area
Unused Cell (No Entry Required)
Referenced Number (No Entry Required)
Calculated Result
Reference or Instructions
DESIGN INPUT VALVES
TANK GEOMETRY
Description
Interior Tank Diameter
Interior Tank Depth
Wall Thickness
Base Thickness
Total Depth of Tank
Tank Above Final Grade
Outside Perimeter of Tank
Maximum Depth of Storage
Unit Weight of Tank
SOIL PROPERTIES
Description
Soil Classification
Consistency in Place
Allowable Bearing Capacity
As reported in Geotechnical Report (FOS=2)
CALCULATED FORCES
Description
e1 to
Weight of Equipment
Weight of Wastewater in Wet Well
Weight of wastewater is estimated at 75 pcf
Compensation for Displaced Soils
Total Weight Exposed to Subgrade
W = WT+WE+Ww-Ws
Applied Stress
260-055 1 TCEQ Chp 217 .xlsx
dJ
hi
!w
tb
H
h
p
dw
Wt
c
I
0.00
I 1.00
Information
I
Value
6
20.75
7.75
12.00
21.75
0.5
22.91
16.50
Value
CL
Stiff
3,000
Value
145
Unit
ft
ft
in
in
ft
ft
ft
ft
lb/ft3
Unit
lb/ft2
Unit
Ws I 37,472 .761 lbs
w
c
49,756.581 lbs
1,192.14 psf
4/2/201 5
PASSES
Page 1of 1
xylem
Let's Solve Water
CP 3085 MT 3-434
Technical specification
61°0
0 50 100 150 200 250 300
Elf.
160mm
350 400 450 500
Note: Picture rright not correspond to the cu«ent configuration.
General
Shrouded single or multi-channel impeller pumps with large throughlets
and single volute pump casing for liquids containing solids and fibres. Cast iron design with double sealing technology. Some models
available as stainless steel versions.
Impeller
ljllpeller material Grey cast iron
3 1/8 inch
80mm
Water, pure
[US g.p.mOischarge Flange Diameter
Suction Flange Diameter
Impeller diameter Cu1Ve accoofng lo: ISO 9906 grade 2 annex 1 or 2 160 mm
Installation: P ·Semi permanent, Wet
Project I Project ID
Number of blades
Throughlet diameter
Motor
Motor#
Stator variant
Frequency
Rated voltage Number of poles
Phases
Rated power
Rated current
Starting current Rated speed
Power factor
1/1 Load
3/4 Load
1/2 Load
Efficiency
1/1 Load
3/4 Load
1/2 Load
Configuration
I Created by
1
3 inch
C3085.183 15-10-4AL-W 3hp
61
60 Hz
460 v
4
3-
3 hp
4.5 A 25 A 1705 rpm
0.81
0.74 0.62
77.5 %
78.0 %
76.0 %
I Created on
2015-01-27
I Last update
xylem
Let's Solve Water
CP 3085 MT 3-434
Performance curve
Pump
Dis::harge Flange Diameter 3 1/8 inch
Suction Flange Diameter 80 mm
Impeller diameter s•1,.·
Number of blades 1
Throughlet diameter 3 inch
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0 [%]
50
40
30
20
10
[hpj
3.5
3.0
2.5
2.0
1.5
1.0
0.5
0.0
[ft]
30
25
20
15
Motor
Motor#
Stator variant
Frequency
Rated voltage
Number of poles
Phases
Rated power
Rated current
Starting current
Rated ~eed
10
5 133 US g.p.m.
0 50 100 150 200
Wst«,pcre
Project I Project ID
250
C3085.183 15-10-4AL-W 3hp
61
60 Hz
460 v
4
3-
3 hp
4.5A
25A
1705 rpm
300 350 400
Power factor
1/1 Load 0.81
3/4 Load 0.74
1/2 Load 0.62
Efficiency
1/1 Load 77.5 %
3/4 Load 78.0 %
1/2 Load 76.0 %
34 160mm
34 160mm
450 500 [US g.p.m.]
C11Ve accordng tl: ISO 9!l06 fTOOe 2 ,..,_ 1 or 2
I Created by
I
Created on
2015-01.27
I Last update
xylem
Let's Solve Water
CP 3085 MT 3-434
Duty Analysis
41
38
37
36
35
34
33
32
31
30
29
28
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
Eff.
61 °0
34 160mm
O.:r-,....,....,...,...,.-,....,...,....,...~1-3~3~U~S-g~.~p.=mF ........ -.-.,.....,....,..~,....,.-.-,....,._,...,.....,....,....,-....... ~,....,....,...,...,....,....,....,....,..~,....,.~..-.-.-.,...,. ........
Pumps running /System
Project
0 50 100 150 200
war..-,p.re
lndlv I dual pump
Flow Head Shaft power
133USg.pm. 30.3ft 2.11ll
I Project ID
250
Total
Flow
133USg.pm.
300 350 400 450 500 [US g.p.m.]
Head Shaft power
J0.3n 2.11ll
I Created by
CtlW accorclng IO: ISO 9906 fTade 2 ameK 1 or 2
Specific Pump eff. energy NPSHre
48.5% 251 IMWUSMG 20.6ft
I
Created on
2015.01 ·27
I Last update
34 ~ (TO FURTHEST POINT)
REF. LINE 23i
51
1 3 ~
REF. LINE 1 ~
4 196
2,, GUIDE BARS
04"
STD. CLASS 125
C.I. FL ANGE
(NOM. SIZE) ~IN
0
N 'ii MIN LEVEL
t'Jl"<t t'Jl"<t ;
11} 0 N .,---
* ;
N w ;
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LINE
-tj-
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(/)
0
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BOLT 0~ ( 4x)
Wei
* DIMENSION TO ENDS OF GUIDE BARS Pum Disch
rm.~
AUTOCAD DRAWING
80
~~'""NK Cheokcd Dot• 08081 4 Dime n s ion a I d r w g tz"0;;;:-,. ------'-"'---' ----1~=~-1 CP 3085 MT •• , "0 5399
Denomination
4" 4" 5383300 6