HomeMy WebLinkAbout000-000-000SPECIAL INSPECTION POLICY
1. Engineer or Architect shall identify on the plans when special inspection is required per Section 1701 of the Uniform
Building Code, list the type of special inspection required and any special requirements for testing.
2. Plan check engineer will attach the "Special Inspection Note" form to the plans indicating which items will require
special inspection.
3. Plan check engineer will notify applicant and list on the data sheet that approval of the special inspector is required
prior to issuance of the building permit.
4. A preconstruction conference may be required by the Plan Check Engineer to review special inspection requirements
and procedures.
5. The special inspector shall be employed by the owner, architect or engineer of record, but not by the contractor.
6. Prior to our approval of a special inspector, a resume and other information may be requested to verify the
qualifications and certification of the special inspector.
7. Special inspectors shall submit reports to the Building Division stating that all items requiring special inspection and
testing were fulfilled. Final report is to be submitted and approved prior to final inspection of building.
SPECIAL INSPECTION NOTE
In addition to the inspections required by the Uniform Building Code Section 108, a Special Inspection is required in
this building in accordance with the Uniform Building Code Section 1701.
Duties and Responsibilities of the Special Inspector:
1. The special inspector shall observe the work assigned for conformance with the approved design drawings and
specifications.
2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record.
All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected,
to the proper design authority and to the building official.
3. The special inspector shall submit a final signed report to the Building Division stating whether the work requiring
special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and
the applicable provisions of this code.
4. The special inspector shall advise the contractor that Building Division called inspections cannot be delegated to him,
so inspections must also be made by Butte County.
5. Any change in special inspection firms made after permit issuance shall be approved by the Building Division prior
to the new firm performing any inspections.
6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division.
County inspection approval and sign off is not to be construed as authorization to proceed with work which
obscures, covers or otherwise prevents proper special inspection.
Special inspection is required for the following items:
,F? Reinforced Concrete (`Taking of test specimens, placement of reinforcing and placing of concrete).
[ ]Structural Masonry
Bu1TE COWNT7
[ ]High Strength Bolting ,NIG DEPARTMENT
[',] Welding
ROVED
[ ]Bolts installed in Concrete
[' ]Other:
June 1996
4.0
SIEGFRIED ENGINEERING, Inc.
Civil Engineering Land Surveying ■ Structural. Engineering ■ Planninge5E,
Robert W. Siegfried
Founder
April 20, 1998
Wayne M. West
Lex A. Corrales
Stephen R. Thumlert
Anthony J. Lopes
Mr. Tom Bellato
Bellato Engineers, Inc.
P.O. Box 999
Stockton, CA 95201
Dear Tom:
This letter is to confirm that we are in possession of a soils report prepared. by Kleinfelder dated
8-15-88 for the Tri -Valley property at Cradley, California. This report was used in our foundation
design for the new structures.
Very truly yours,
Siegfried Engineering, Inc.
Wayne M. )et, President
mm
oy,t 1 L.Ut'� t tWILDING DOAR"IML-Ni
4045 Coronado Ave. ■ Stockton, CA 95204-2396 ■ 209 943-2021 m FAX 209 942-0214
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hn KLEINFELDER
File: 23-3383-1
August 15, 1988
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED PLANT "G" EXPANSION
TRI -VALLEY GROWERS
GRIDLEY,_ CALIFORNIA
k"K*LE IN FELDER
August 15, 1988
File: 23-3383-1
Tri -Valley Growers
22.60 Tenaya Drive
Modesto, California 95354
Attention: Mr. Harrison Hatch
Subject: GEOTECHNICAL INVESTIGATION REPORT
PROPOSED PLANT "G" ADDITIONS
GRIDLEY, CALIFORNIA
Gentlemen:
Kleinfelder is pleased to present the attached geotechnical
engineering reportfor two proposed building additions to the
existing Tri -Valley Grower's canning plant located in Gridley,
California. The purpose of our study was to explore the site
soil conditions.in order to provide geotechnical engineering
recommendations for project design and construction.
Based on the results of our field exploration, laboratory
_ testing, and engineering analyses, it is our professional opinion
that the site may be developed essentially as planned. The most
significant geotechnical consideration which may affect project
design is the potential for induced settlement to existing
structures from new, adjacent construction. Specific
recommendations to reduce the potential for induced settlements
as well as general recommendations regarding the geotechnical
aspects of project design and construction are presented in the
following report.
We appreciate the opportunity of providing our services for
this project. If you have any questions.regarding this report or
if we may be o.f further assistance, please contact our office.
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Very truly yours,
KLEINFELDER,' INC.
.5ewt4.COziat
Scott A. Galati
Staff Engipeer _
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R. Keith Brown, P.E.
Project Engineer
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k%J KLEINFELDER
File: 23-3383-1
August 15, 1988
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED PLANT "G" EXPANSION
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
INTRODUCTION
In this report we present the results of our geotechnical
investigation for the proposed expansion of the existing
Tri -Valley Growers Plant "G" located at 100 Virginia Street in
Gridley, California. The site location relative to existing
roads and topographic features is shown on the Site Location
Map, Plate 1.
This report includes our geotechnical recommendations related
to site earthwork, foundations, and floor slabs for the project.
Conclusions and recommendations presented in this report are
based on the subsurface conditions encountered at the locations
of our borings. These recommendations should not be extrapolated
to other areas or used for other facilities without out prior
review.
a
kTJ KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 2
Proposed Construction
The proposed plant expansion will involve construction of a
one-story addition to the existing main cannery building and to the
existing warehouse "D" building. The main cannery addition will
encompass approximately 20,000 -square -feet in plan area and will
be located immediately adjacent and west of the existing cannery.
building. The warehouse "D" addition will encompass
approximately 54,000 -square -feet in plan area and will be located
immediately adjacent and west of the existing warehouse building.
The proposed cannery addition will include a lunch room, a store
room, and office and rest room facilities. The proposed
Warehouse "D" addition will provide additional area for product
storage.
It is our understanding that the proposed buildings will
involve reinforced concrete tilt -up walls approximately 18- to
20 -feet -high and concrete slab -on -grade floors. Maximum
anticipated wall and column loads will be about 3 kips per lineal
foot and 50 kips, respectively. Additionally, fill approximately
4 -1/2 -feet -thick will be placed to achieve a final floor grade
similar to the adjacent, existing main cannery building.
It is our further understanding the west wall of the existing
cannery building will be removed during construction; however,
existing columns and foundations are to remain in-place.
Existing roof loads will be removed from these columns and will
KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 3
be supported on new construction approximately 17 feet west of
their current location:
In order to provide access into the proposed addition,
portions of the west wall of the existing warehouse "D" building
will be removed during construction. Existing wall and columns.
currently supported on spread foundations will remain in place.
Additionally, we anticipate fill. approximately 1- to 2 -feet -thick
will be placed to achieve a final floor grade similar to the
adjacent, existing building.
A plot plan indicating the proposed building layout is shown
on Plate 2.
Purpose and Scope of Services
The purpose of our investigation was to explore and evaluate
the subsurface conditions at various locations on the site in
order to develop foundation design and construction
recommendations for the subject project.
The scope of services was outlined in our proposal dated
August 5, 1988 and included the following:
1. A review of available subsurface information contained in
our files pertinent to the proposed construction and
project site;
2. Exploration of the subsurface conditions at various
locations within the area of the proposed construction;
3. Laboratory testing of representative samples obtained
during the field investigation to evaluate
classification, strength, compressibility, and other
engineering parameters of the subsurface soils;
I
k� KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 4
4. Engineering analyses on which to base our recommendations
for design and construction of the geotechnical aspects
of the project; and
5. Preparation of this engineering report which includes:
a. A description of the proposed project;
b. A summary of the field exploration and laboratory
testing programs;
C. A description of the site surface and subsurface
conditions encountered;
d. Recommendations for site earthwork and engineered fill;
e. Recommendations for temporary excavations and trench
backfill;
f. Foundation design data; and
g. Subgrade preparation recommendations for slabs
supported -on -grade.
SITE CONDITIONS
Surface
The site of the proposed main cannery addition includes
texisting wood -framed cafeteria and welfare buildings, exterior
concrete slabs, asphalt pavements, concrete ramps, and a lawn
area with trees. In addition, the existing two-story main
cannery building is located immediately adjacent to the eastern
edge of the proposed addition.
The existing cannery structure consists of reinforced
concrete tilt -up walls and reinforced concrete slab -on -grade
floors. Wall and column loads along the west wall of the
structure are supported on a continuous. footing which is
h'q KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 5
approximately 1-1/2 feet wide and embedded approximately 2 feet
below the lowest adjacent grade. The existing building floor
slab is supported on fill and is approximately 4-1/2 feet above
' adjacent, exterior site grade. The nature of these fill
materials is unknown.
The site of the proposed warehouse "D" addition consists of a
relatively level area which has recently been disked. In
addition, the existing warehouse "D" building is located
immediately adjacent to the eastern portion of the proposed
addition.
The existing warehouse "D" structure consists of reinforced
concrete tilt -up walls and reinforced concrete slab -on -grade
floors. Existing wall and column loads are supported on spread
footing foundations embedded approximately 2 feet below existing
site grade.
Subsurface
Near -surface soils encountered in our borings consisted
predominantly of loose -to -medium dense silty sand and medium
dense -to -dense sandy silt to depths of from 7 to 15 feet below
existing site grade. Below these soils, medium dense -to -dense
sand, silty sand, sandy silt, clayey silt, and stiff -to -hard
silty clay were encountered to the maximum depth explored (261
feet below existing site grade).
^tl
1
h� KLEI.NFELDER
File: 23-3383-1
August 15, 1988
Page 6
At the time of our investigation, groundwater was measured in
our exploratory borings at depths ranging from 15 to 21 feet
below existing site grade. No free groundwater was encountered
in Boring Nos. B -3 -and B-6. It should be noted that groundwater
conditions within the area may fluctuate depending on rainfall,
irrigation practices, and/or runoff conditions not apparent at
tthe time of our investigation.
A discussion of the field exploration and laboratory testing
programs is presented in the Appendix of this report.. Detailed
descriptions of the subsurface conditions encountered are
presented on the Logs of Borings, Plates A-2 through A-9 of the
Appendix.
DISCUSSION AND RECOMMENDATIONS
General
In order to reduce the potential for induced settlement of
existing structures, we recommend proposed wall and. column loads — IV -r -IW
o�s,�
located immediately adjacent. to existing structures be supported p�atc�
on drilled, cast -in-place concrete piers. Proposed wall and.
column loads located more than 7 feet horizontally from existing
structures may be supported on spread footings or drilled piers,
depending on the maximum differential settlement that could be
tolerated between dissimilar foundations. Detailed discussions
f
and recommendations concerning site earthwork, foundation design,
and floor slabs are provided below.
Site Preparation
kn KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 7
` Prior to general site grading, existing vegetation and any
debris should be stripped and disposed of outside the
construction limits. We estimate the depth of stripping to be
approximately 6 to 8 inches over a majority of the site. Deep
stripping may be required where concentrations of organic soils
are encountered. Stripped topsoil free of construction debris
may be stockpiled and reused for landscape purposes; however, it
Ishould not be incorporated into any engineered fill.
.� All active and/or inactive utilities within the building
areas should be relocated or abandoned. Any pipelines to be
' abandoned in-place should be filled with a sand -cement slurry.
All exterior concrete slabs, asphalt pavements, and
�. foundations within the building areas should be removed and.
disposed of off-site. Although not encountered during our
exploration, it is possible that abandoned septic tanks,
cesspools, and/or wells may also exist on site. If encountered,
these items should be removed and disposed of off-site.
Excavations resulting from all removal activities should be
cleaned of all loose material, dish -shaped, and widened as
necessary to permit access for compaction equipment.
Following site stripping and any required overexcavation, we
recommend that all areas to receive fill or to be used for the
future support of structural features be scarified to a depth of .
8 inches, moisture -conditioned to near optimum moisture content,
hn KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 8
and recompacted to at least 90 percent of the maximum dry density
as determined by ASTM Test Method D 1557.* Care should be
exercised when moisture conditioning on-site fine-grained soils.
These materials are moisture sensitive and excess moisture may
cause an unstable or 'pumping' condition.
Should site grading be performed during the winter or early
spring, we anticipate that near -surface site soils may be
significantly above optimum moisture content. Additionally,
perched groundwater can develop above the dense materials,
saturating near -surface soils. These conditions could hamper
equipment manueverability and the contractor's ability to compact
site soils to the recommended compaction criteria. Disking to
aerate, chemical treatment, and/or other methods may be required
to reduce excessive soil moisture.
Engineered Fill
All engineered fill soils should be free of organic and
inorganic debris, less than 3 inches in maximum dimension with
about 15 to 45 percent passing the No. -200 sieve, evenly
graded, and essentially non -plastic (i.e. plasticity index less
than 12; liquid limit less than 30). Excavated on-site soils
similar to those encountered in our borings and meeting the above
requirements may be used in engineered fills.
*'Phis test procedure should be used wherever relative.. compaction
and/or optimum moisture content are referenced.
• �� KLEINFELDER
_ File: 23-3383-1
August 15, 1988
Page 9
Engineered fill soils should be moisture -conditioned to near
optimum moisture content, placed in lifts less than 8. inches in
loose thickness, and compacted to at least 90 percent relative
compaction (unless otherwise specified). All fill materials
should be observed, tested, and approved by the geotechnical
engineer prior to.their use.
Temporary Excavations
All excavations must comply with the current requirements of
OSHA. Additionally, all cuts greater than 5 feet in depth and
involving personnel within the excavation should be sloped and/or
shored. Temporary excavations to 10 feet below surrounding
grade may be sloped at 11(h):l(v) or flatter. Flatter slopes will
be required if clean and/or loose sandy soils are encountered
along the slope face. Steeper cuts may be utilized for
excavations less than 5 feet deep depending on the strength and
homogeneity of the soils as observed in the field.
During wet weather, runoff water should be prevented from
entering excavations. Water should be collected and disposed of
outside the construction limits. Heavy construction equipment,
building materials, excavated soil, and vehicular traffic should
not be allowed within 1/3 the slope height from the top of -any
excavation.
hn KLEINFELDER
t File: 23-3383-1
August 15, 1988
Page 10
Trench Backfill
Backfill materials may consist of native soils compacted in
accordance with recommendations for engineered fill. In
addition, rocks or cemented soil clods greater than 1 inch in
maximum dimension should not be used within 12 inches of any
utility line. In pavement areas, the upper 12 inches of trench
backfill should be compacted to at least 95 percent relative
compaction. Mechanical compaction is recommended; ponding or
jetting should be avoided, especially in areas supporting
structural loads or beneath pavements, exterior slabs, and/or
other improvements.
Foundations
Allowable Bearing Pressures
Spread footings should be a minimum of 1-1/2 feet wide and
placed a minimum of 2 feet below the lowest final adjacent
subgrade. An allowable bearing pressure of 2,000 pounds per
square foot (psf) may be used for spread foundations with the
above minimum dimensions.
The allowable bearing pressure provided above is net value.
Therefore, the weight of the foundation and any backfill over the
foundation may be neglected when computing dead loads. The
allowable bearing pressure applies to dead plus live loads and
may be increased by 1/3 for short-term loading due to wind or
seismic forces.
` hn K L E I N F E L D E R
File: 23-3383-1
August 15, 1988
Page 11
Prior to placing steel or concrete for shallow spread
footings, footing excavations should be cleaned of all debris,
loose or soft soil, and water. All footing excavations should be
observed by the geotechnical engineer just prior to placing
concrete to verify the recommendations contained herein are
implemented.during construction.
Estimated Settlement
Total settlement of individual foundations will vary
depending on the width of the foundation and the actual load
supported. Foundation settlements have been estimated based on
anticipated loading conditions. Maximum settlement of shallow
foundations designed and constructed in accordance with the
preceding recommendations is estimated to be on the order of 3/4
inch. Differential settlement between similarly loaded, adjacent
footings is expected to be less than 1/4 inch.
Settlement of all foundations is expected to occur rapidly,
and should be essentially completed shortly after initial
application of the loads. Structural and utility connections to
new construction supported on shallow spread footings should be
deferred until a majority of the dead loads have been applied.
Lateral Resistance
Resistance to lateral loads may be provided by frictional
resistance between the bottom of concrete foundations and the
underlying soils, and by passive soil pressure against the sides
kNNJ KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 12
of the foundations. A coefficient of friction of 0.30 may be
used between poured -in-place concrete foundations and the
underlying soils. Passive pressure available in compacted
backfill or undisturbed natural soil may be taken as equivalent
to the pressure exerted by a fluid weighing 250 pounds per cubic
foot (pcf). The above -recommended values include a calculated
ti
factor of safety of at least 1.5; therefore, frictional and
passive pressure resistances may be used in combination without
reduction.
Pier Foundations
Construction Considerations
Based on. the density and gradational characteristics of the
soils encountered, caving of the drilled pier excavation is
possible and use of casing or similar techniques may be required.
We recommend that steel reinforcement for the piers be set and
concrete poured immediately upon completion of drilling each
hole. Also, drilled excavations should be scheduled to allow the
concrete in each pier to set before drilling adjacent holes.
This is especially critical where center -to -center spacing of 3
diameters is used.
Loose soils and any water at the bottom of the drilled -holes
should be removed to the extent possible. Prior to placing
reinforcing steel and pouring concrete for each pier, we
recommend approximately 1/5 cubic yard of fluid, quick -setting
k'q KLEINFELDER
File: 23-3383-1
August 1'5,.1988
Page 13
grout be poured into each drilled hole. This procedure enhances
densification and.cementation of loose soils at the bottom of the
drilled holes, allowing greater utilization of the end -bearing
Nresistance of the piers.
To minimize aggregate separation, concrete used for the piers
should be tremied or pumped into the drilled holes. Under no
circumstances should concrete be allowed to free fall more than 5
feet during construction of the piers. If water is present
during concrete placement, .the end of the tremie pipe must remain
below the surface of the concrete at all times during placement.
Recommended capacities provided below assume the use of the
procedures outlined above.
Axial Capacities
Curves presenting allowable downward and upward capacities
for drilled, cast -in-place concrete piers of various diameters
are shown on Plate 3. Allowable capacities for intermediate pier
diameters may be interpolated from the given curves. The depth
below grade indicated on the charts refers to the depth below
' lowest final adjacent grade. Allowable axial capacities may be
increased by one-third for momentary loading due to wind or
seismic forces.
The capacities shown on Plate 3 are net capacities.
Therefore, in computing foundation loads, the weight of the pier'
may be neglected. No reduction in the capacity of an individual
EI
k%j KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 14
pier is required, provided a center -to -center spacing of at least
3 -diameters is used.
Settlement of the cast -in-place piers is estimated to be less
than 1/2 inch.
Lateral Resistance
Resistance to lateral loads will be provided by the
resistance of the soil against the pier and by the bending
stiffness of the piers themselves. Tabulated estimated lateral
capacities and maximum induced bending moments for drilled
cast -in-place concrete piers of various diameters are presented
in Table I.
The lateral capacities and moments provided in Table I are
for pier -head deflection of 1/4 inch. For pier -head deflections
up to 3/4 inch, lateral capacities and moments will be directly
proportional to the deflection.
Resistance to lateral loads may also be provided by passive
resistance of the soil against the pier, pier cap, and grade beam
(if present). Passive pressures available in engineered fill or
undisturbed native soil may be taken as equivalent to the
pressure exerted by a fluid weighing 250 pounds per cubic foot
(pcf).
Floor Slabs Supported -on -Grade
Prior to constructing floor slabs supported -on -grade,
surficial soils should be scarified to a minimum depth of 8
k%J KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 15
inches, moisture -conditioned to near optimum moisture content,
and recompacted to at least 90 percent relative compaction.
Scarification and recompaction will not be required if floor
slabs are to be placed directly on undisturbed engineered fill or
native soil recompacted during site preparation.
We recommend that concrete slabs be underlain by at least 4
inches of compacted, free -draining crushed rock to provide a
capillary break to migrating soil moisture. This rock should be
graded so that 100 percent passes the 3/4 -inch sieve and zero
percent passes the No.4 sieve.
A vapor barrier is recommended under all floor slabs in
areas to be covered with moisture -sensitive floor coverings. A
plastic or vinyl membrane may be used for this purpose and should
be placed over the rock to reduce migration of moisture vapor
through the slab. To promote more uniform curing of the slab and
provide protection of the vapor membrane, 2 inches of -fine, clean
sand should be placed on top of the membrane prior to placing
slab concrete. The subgrade materials and sand should be kept
moist prior to concrete placement.
We anticipate engineered fill up to 4 -1/2 -feet -thick will be
placed within the proposed warehouse "D" and cannery additions to
achieve a floor slab elevation similar to the existing, adjacent
structure. Based on the results of our field explorations,
laboratory testing, and engineering analyses, we estimate induced
0
kn KLEINVELDER
File: 23-3383-1
August 15, 1988
Page 16
` settlement to existing structures due to placement of these fills
to be approximately 1/4 inch.
For design of slabs and estimating slab deflections, a
modulus of subgrade reaction (k) of 200 psi/in (pounds. per square
inch per inch of deflection) may be used. Settlement of
lightly -loaded floor slabs (less than,200•psf dead load) is
estimated to be less than 1/4 inch.
Exterior Slabs Supported -on -Grade
Prior to constructing exterior slabs supported -on -grade,
surficial soils should be scarified to a minimum depth of 8
inches, moisture -conditioned to near optimum moisture content,
and recompacted to'at least 90 percent relative compaction.
Scarification and recompaction will not be required if exterior
slabs are to be placed directly on undisturbed engineered'fill or
native soil recompacted during site preparation.
ADDITIONAL SERVICES
It is recommended that our firm be provided the opportunity
for a general review -of the final plans and specifications in
order to evaluate that our earthwork and foundation
recommendations have been properly interpreted and implemented.
If our firm is not accorded the privilege.of this recommended
review, we can assume no responsibility for misinterpretation of
our recommendations.
a
kTj KLEINFELDER
File: 23-3383-1
4 August 15, 1988
Page 17
Further, we recommend that all earthwork during construction
be monitored by a representative from our office, including:
o Site preparation - site stripping, grading', and
compaction of near -surface soils;
o Placement of all engineered fill and trench backfill; and
o All foundation excavations.
Our representative should be present to observe the soil
conditions encountered during construction, verify the
applicability of the- recommendations presented in this report to
the soil conditions encountered, and recommend appropriate
changes in design or construction procedures if conditions differ
from those described herein,.
LIMITATIONS
Recommendations contained in this report are based on our
field observations, data from 8 exploratory borings, laboratory
tests, and our present knowledge of the proposed construction.
It is possible that soil conditions could vary between or beyond
the points explored.. If soil conditions.are encountered during
contruction which differ from those described herein, our firm
should be notified immediately so that a review may be made and
any supplemental recommendations provided. If the scope of the
proposed construction, including the proposed loads or structural
locations change from that described in this report, our
recommendations should also be reviewed.
KLEINFELDER
File: 23-3383-1
August 15, 1988
Page 18
our firm has prepared this report for your exclusive use on
this project in substantial accordance with the generally
accepted geotechnical engineering practice as it exists in the
site area at the time of our study. No other warranty is
expressed or implied. The recommendations provided in this
report are based on the assumption that an adequate program of
tests and observations will be conducted by our firm during the
construction phase in order to evaluate compliance with our
recommendations.
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APPROXIMATE BORING LOCATION
0 100 200
SCALE: 1'=200'
REFERENCE:'SITE PLAN OF PROPOSED BUILDING EXPANSION% by TRI -VALLEY GROWERS, dated July 27,1888.
BORING LOCATION MAP 44 PLATE
kKLEIH N F E L D E R PROPOSED PLANT 'G' 1EXPANSION I n
;TRI-VALLEY:_.GROWERS: G
PROJECT NO. 23-3383-1 GRIDLEY, CALIFORNIA;
0 "1
W
a
f= 5
U
Z
W
U
8
Q
10
O
J
LU 11
ca
X 12
W 13
14
15
0
LEGEND
DOWNWARD
----- UPWARD
MINIMUM RECOMMENDED
EMBEDMENT=8 FEET
1 \ PILE DIAMETER
(inches)
20 40 60 80 100
ALLOWABLE. AXIAL CAPACITIES (kips)
NOTE: The allowable downward capacities may be Increased by
1/3 for momentary loading due to wind or seismic forces.
k%j KLE I NFELDER
PROJECT NO. 23-3383-1
ALLOWABLE AXIAL CAPACITIES PLATE
PROPOSED PLANT 'G' EXPANSION 3
TRI -VALLEY GROWERS
GRIDLEY. CALIFORNIA
kNNj KLEINFELDER
File: 23-3383-1
August 15, 1988
APPENDIX
FIELD EXPLORATION AND LABORATORY TESTING
Field Exploration
General
The subsurface conditions at the site were explored on August
3, 1988 by drilling 8 borings to depths ranging from.151 to 26+J
feet below existing grade. Borings were drilled using a
truck -mounted Mobile B-53. drill rig equipped with a
6 -inch -diameter solid flight auger.
Our engineer maintained a log of the borings, visually
classified soils encountered according to the Unified Soil
Classification System (see Plate A-1), and obtained relatively
undisturbed and bulk samples of the subsurface materials. The
locations of the borings performed for this investigation are
shown on Plate 2 of this report; Logs of Borings are presented on
Plates A-2 through A-9 of this Appendix.
Sampling Procedures
Relatively undisturbed soil samples were obtained using a
Modified California Sampler driven 18 inches (unless otherwise
noted) into undisturbed soil using a 30 -inch drop of a 140 -pound
hammer. Blow counts were recorded at 6 -inch intervals for each
sample attempt, and are reported on Plates A-2 through A-9 in
terms of blows -per -foot for the last foot of penetration. Soil
samples obtained were packaged and sealed in the field to reduce
i
hn KLEINFELDER '
File: 23-3383-1
August 15, 1988
Page A-2
moisture loss and disturbance, and returned to our Sacramento
laboratory for further testing. After borings were completed,
they were backfilled with the'drill cuttings.
Laboratory Testing
General
Laboratory tests were performed on selected representative
samples as an aid in classifying the soils and to evaluate
physical properties of the soils which may affect foundation
w design and construction procedures. A description of the
laboratory testing program is presented below; a summary of all
laboratory tests performed is presented on Plate A-10.
Moisture and Density
Moisture content and dry unit weight tests were performed on
a number of samples recovered.from the borings. Moisture content
was evaluated in general accordance with ASTM Test Method D 2216;
dry unit weight was evaluated using procedures -similar to ASTM Test
7 Method D 2937. Results of these tests are presented on the Logs
of Borings and are summarized on Plate A-10.
Sieve Analyses
Sieve analyses and percent washed through the No. 200 sieve
were performed on several samples to evaluate the gradation
characteristics of the soils and to aid in their.classification.
U,
1
k'9 KLEINFELDER
• File: 23-3383-1
August 15, 1988
Page A-3
Tests were performed in general accordance with ASTM Test Method
D•..422. Results of these tests are presented on Plate A-10.
a
U
Atterberg Limits
Atterberg limits tests were.performed to aid in soil
classification and to evaluate the plasticity characteristics of
the materials. Tests were performed in general accordance with
ASTM Test Method D 4318. Results of these tests are.presented on
Plate A-10.
Direct Shear
Direct shear tests were performed on selected undisturbed
samples to evaluate the shear strength of representative site
soils. Samples were tested in a saturated state in general
accordance with ASTM Test Method D 3080. Results of these tests
are presented on Plate A-11.
The following
are
attached
and
complete this appendix:
Plate
A-1
Unified
Soil Classification System
Plate
A-2
Log
of
Boring
No.
B-1
Plate
A-3
Log
of
Boring
No.
B-2
Plate
A-4
Log
of
Boring
No.
B-3
Plate
A-5
Log
of
Boring
No.
B-4
Plate
A-6
Log
of
Boring
No.
B-5
Plate
A-7
Log
of
Boring
No.
B-6
Plate A-8 Log of Boring No. B-7
Plate A-9
Plate A-10
Plate A-11
t
W
tog of Boring No. B-8
Laboratory Tests
Direct Shear Test Results
hTI KLEINFELDER
File: 23-3383-1
August 15, 1988
Page A-4
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
LTR
DESCRIPTION
14AJOR DIVISIONS
LTR
DESCRIPTION
GV
well -graded gravels or gravel sand
HL
Inorganic silts and very fins
GRAVEL
AND
GRAVELLY
SOILS
mixtures, little or no fines.
SILTS
AND
CLAYS
LL<50
sands. rock flour. silty or
clayey fine sands.or clayey silts
with slight plasticity.
GP
Poorly -graded gravels or gravel
sand mixture. little or no fines.
Cl
Inorganic clays of low to medium
plasticity. gravelly clays. sandy
clays. silty clays. lean clays.
GM
Silty gravels. gravel -sand -clay
mixtures.
GC
Clayey gravels. gravel -sand -clay
OL
Organic silts and organic silt -
COARSE
FINE
GRAINED
mixtures.
GRAINED
clays of low plasticity
SW
Well -graded sands or gravelly
sands. little or no fines.
SILTS
HN
Inorganic silts. micaceous or
diatomaceous line sandy or silty
soils. elastic silts
SOILS
SOILS
SP
Poorly -graded sands or gravelly
sands. little or no fines.
SAND
AND
AND
CLAYS
CN
Inorganic clays of high plasticity.
fat clays.
SANDY
SH
Silty sands. sand -silt mixtures.
1.050
ON
Organic clays of medium to high
SOILS
plasticity.
SC
Clayey sands. sand -clay mixtures.
HIGHLY
ORGANIC SOILS
Pt
Peat and other highly organic
soils.
BORING LOG SYMBOLS
SAMPLE TYPE
Bulk /Bag
Standard Penetration Split Spoon
(2 -inch outside diameter)
'Modified California Sampler
(2 1/2 -inch outside diameter)
Shelby Tube
(3 -inch outside diameter)
k%j KLE I NFE*LDER
PROJECT NO. 23-3383-1
GENERAL NOTES
• Water level observed in boring
(level established as noted on log)
* No recovery
NOTE The lines separating strata on the logs
represent approximate boundaries only.
The actual transition may be gradual. No
warranty is provided as to the continuity
of soil strata between borings. Logs
represent the soil section observed at the
boring location on the date of drilling only.
BORING LOG KEY PLATE
PROPOSED PLANT 'G' EXPANSION
TRI -VALLEY GROWERS-�
GRIDLEY, CALIFORNIA
'' K
LEINFELDER
lI�
PROJECT NO. 23-3383-1
LOG OF BORING NO. B-1 PLATE
PROPOSED PLANT 'G' EXPANSION A-2
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
Moisture
-
Dry Density
IbiW
Content
X
Blow/
Ft.
Sample
No.
USCS
DESCRIPnoN
Silty SAND: dark brown, medium dense,
SM
moist, fine -to -medium grained;, with
trace fine-grained gravel
32
1B
1B
grades orange -brown
2A
103
8
17
2B
SAND: yellow-brown, medium dense,
moist, fine-grained, with trace silt
SP,
3A
22
3B
grades gray, fine -to -coarse grained,
with some fine-grained gravel
4A
34
4B
Silty CLAY: orange -brown, hard, moist
CL
68
5
Silty SAND: orange -brown, medium dense -
to -dense, wet, fine -to -coarse grained,
SM
with trace fine-grained gravel
6A
43
6B
i
Boring completed at a depth of 251 feet
on August 2, 1988.
Groundwater measured at a depth of 16
B
feet.
No caving observed.
D
2
'' K
LEINFELDER
lI�
PROJECT NO. 23-3383-1
LOG OF BORING NO. B-1 PLATE
PROPOSED PLANT 'G' EXPANSION A-2
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
. 0-
2-
4 -
I=
ti „
24
26
30
32
]UH K L E i
NFELDER
PonFCf'Y wn 91-1183-1
LOG OF BORING NO. B-2 PLATE
PROPOSED PLANT 'G' EXPANSION A-3
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
S
Moillure
Dry Density
IWO
Content
%
Blow/
Ft.
Sample
No.
USCS
DESCRIPTION
Silty SAND: orange -brown, loose -to -
medium dense, moist, fine-grained
SM
105
10
11
1
2A
11
2B
3A
36
3B
SAND: gray, medium dense -to -dense,
Sp
wet, fine -to -coarse grained,
with some fine-grained gravel
— and trace silt
4A
-
40
4B
Silty CLAY: orange -brown, hard,
CL
moist
Clayey SILT: orange -brawn to yellow -
66.
5A
5B
ML
brown, dense, moist
Silty SAND: orange -brown, medium dense,
moist, fine-grained
SM
19
1 6
Boring completed.at a depth of 261 feet
on August 2, 1988.
Groundwater measured at a depth of 15
feet.
No caving observed.
]UH K L E i
NFELDER
PonFCf'Y wn 91-1183-1
LOG OF BORING NO. B-2 PLATE
PROPOSED PLANT 'G' EXPANSION A-3
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
S
Dry Density
Moisture
Content
Blow/
Sample
lb/tt'
X
Ft.
No.
USCS
DESCRIPTION
•
0
Silty SAND: orange -brown, medium dense,
SK
moist, fine-grained
2
19
1
4
2A
15
2B
6
1
8
grades gray -brown
3A
®
10
21
3B
grades to include some fine-grained
12
gravel
_14
Silty CLAY: yellow-brown, stiff, moist
36
4
CL
Boring completed at' a depth of 151 feet
6
®
c
on August 2, 1988.
No free groundwater encountered.
18
No caving observed.
0
20-
22-
222426283032
24-
26-
28-
30-
32
LOG OF BORING NO. B-3 PLATE
l K L E I N F E L D E R PROPOSED PLANT •NSION ' _^
A 4
TRI -VALLEY GROWERS
•,,GRIDLEY. CALIFORNIA
0
2
4.
6
8
10
12-
_ 14
J
X16
18-
20-
22
24 -
Y
26
?�
28-
30
32
LOG OF BORING NO. B`4 PLATE
1l K L E I N F E L D E R PROPOSED PLANT 'G" EXPANSION A-5
TRI -VALLEY GROWERS
. ..�..+....
^01 _9#30n_4 P%Mlr%l f -%f ^Ar trlln.tr•
Moisture
Dry Density
Content
Blow/
Sample
I6/Ita
%
FL
No.
USCS
DESCRIPTION
Sandy SILT: orange -brown, dense, moist,
ML
fine-grained
67
1
104
24
76
2
grades yellow-brown
Silty SAND: yellow-brown, dense, wet,
SM
fine-grained
57
3
ML
Sand SILT:
Sandy yellow-brown, dense, moist
Clayey SILT: mottled yellow-brown and
orange -brown, medium dense, wet
ML
4A
14
4B
Boring completed at a depth of 151 feet -
on -August 2,-1988.
Groundwater measured at a depth of 15
feet.
No caving observed.
LOG OF BORING NO. B`4 PLATE
1l K L E I N F E L D E R PROPOSED PLANT 'G" EXPANSION A-5
TRI -VALLEY GROWERS
. ..�..+....
^01 _9#30n_4 P%Mlr%l f -%f ^Ar trlln.tr•
Cl
r
s
�I
1
6
8
10
12-
_14-
U
2_14Cj
6
' 16
Cj
18
20-
22-
24-
26-
28
022242628
` 30
32
11H KLEI N FELD ER
PROJECT No. 23-3383-1
LOG OF BORING NO. B-6 PLATE
PROPOSED PLANT.'G' EXPANSION A-7
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
Moisture
I
Dry Density
Content
Blow/
Sample
r
IWO
%
Ft.
No.
USCS
DESCRIPTION
Silty SAND: yellow-brown, medium dense
SM
moist, fine-grained
102
18
28
1
17
2
SAND: gray, medium dense, moist,
SP
fine -to -coarse grained, with some
fine gravel and trace silt
3A
100
2
23
3B
grades dense
50
4
Silty SAND: orange -brown, dense, moist
fine-grained
SM
Sandy SILT: orange -brown, medium
ML
dense, wet
25
5
Boring completed at a depth of 211 feet
on August 2, 1988.
No free groundwater encountered.
No caving observed.
11H KLEI N FELD ER
PROJECT No. 23-3383-1
LOG OF BORING NO. B-6 PLATE
PROPOSED PLANT.'G' EXPANSION A-7
TRI -VALLEY GROWERS
GRIDLEY, CALIFORNIA
0
2-
4.-
6-
8-
10
12-
_14-
.=16
2_14-
16
.� c
18'
20 •
.22
24-
26
28
30
32
i
LOG OF BORING NO. B_7. PLATE
HU K L E I N F E L D E R PROPOSED PLANT 'G' EXPANSION A-8
TRI -VALLEY GROWERS
.._�.__ .._ rami ry Ml wnAMIA
Moisture
Dry Density
Content
Blow/
Sample
Ib/tt'
%
Ft.
No.
u5C5
DESCRIMON
CONCRETE SLAB
Silty SAND: dark brown, loose; wet,
fine -to -medium grained
1A
SM
5
1B
18
2
SAND: gray, medium dense, moist,
fine -to -coarse grained, with some
SP
fine -to -coarse grained gravel,
33
3
and trace silt
grades dense
51
4
Clayey SILT: mottled yellow-brown and
orange -brown, dense, wet
5A
ML
70
5B
=
79
Boring completed at a depth of 261 feet
on August 2, 1988.
Groundwater measured at a depth of 21
feet.
No caving observed.
LOG OF BORING NO. B_7. PLATE
HU K L E I N F E L D E R PROPOSED PLANT 'G' EXPANSION A-8
TRI -VALLEY GROWERS
.._�.__ .._ rami ry Ml wnAMIA
.4
SIEGFRIED ENGINEERING, Inc,
Civil Engineering • Land Surveying ■ Structural Engineering a Planning
fI�
April 24, 1998 RobertW. Siesf6ed
Fowodei
- Wayne M. w6c
Lex A. [nrrl IeS
Butte County Bldg Division Sutphen K. Thum(an
Amhony I. I.opec
7 County Center Drive
Oroville, CA 95965
Attn: Mr. George Kellogg
Subject: Tri valley, Gridley, California
Gentlemen:
This is to confirm that I have revised the concrete design strength to 2500 psi at 28 days
for the purpose of determining the required anchorage for the evaporator structure. You
will note that the anchor assembly is still well below allowable stresses. Attached for your
review is the calculation sheet determining the required base plate connector.
Thank you for your assistance in resolving this issue. If I can supply further information,
please do not hesitate to call. ,
Very truly yours,
Siegfried Engineering, Inc.
uuu
enclosures
4045 Coronado Ave. ■ Stockton, CA 95204-2396 - 209 943-2021 ■ FAX 209 942-0214
f:19814Y"rO3.doe
4-98 FRI 13:39 SIEGFRIED ENGINEERING7- S AX NO. 2099432021 P.02
SIEGF-MED E.NG'INEERING9 INC.
4M CORONADO AVENUE -_
STOCKTON, CALIFOj NIA M2W � C O N S U L T! N G
209 "32D21 . CIVIL ENG1NEERS
Project gym Job No.
Date
Rev_ - —24- of
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CALCULATIONS
Evaporator Structure and Foundation
Flash Cooler Foundation
Pulper Finisher Foundation
Cooling Tower Foundation
TRI VALLEY GROWERS
GRIDLEY, CALIFORNIA
March 31, 1998
Siegfried Engineering, Inc.
4045 Coronado Avenue
Stockton, California 95204
(209) 943-2021
fax (209) 942-0214
A.
1�
1
1
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CALCULATIONS
Evaporator Structure and Foundation
Flash Cooler Foundation
Pulper Finisher Foundation
Cooling Tower Foundation
TRI VALLEY GROWERS
GRIDLEY, CALIFORNIA
March 31, 1998
Siegfried Engineering, Inc.
4045 Coronado Avenue
Stockton, California 95204
(209) 943-2021
fax (209).942-0214
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Title: W18X50 Job #
Dsgnr: Date:
Description
Scope :
�-3
Steel Beam Design Page 1
General Information
Description EVAPORATOR -BEAM a
Steel Section
W8X31
= Pinned-PinnedFy = 36.00ksi, Lu = O.00ft, LDF = 1.000
Fy 36.00ksi
Actual
Allowable
Pinned -Pinned
Load Duration Factor 1.00
Center Span
9.00 ft
Bm Wt. Added to Loads
fb : Bending Stress
Left Cant.
0.00 ft
LL & ST Act Together
fb / Fb
Right Cant
0.00 ft
Length/(DL+LL Defl) 641.5: 1
Shear
Lu
0.00 ft
41.70
fv : Shear Stress
Distributed Loads
14.400 ksi
Max. M -
fv / Fv
#1
#2
#3 #4
#5 #6 #7
DL 0.180
Max. M @ Left
Force & Stress Summary
LL 0.520
k/ft
ST
k/ft
Start Location
k -ft
k/ft
End Location
ft
k -ft
Shear @ Left
ft
Point Loads
11.89
#1
Dead Load 11.300
#2
3.400
#3 #4
5.650
#5 #6 #7
Live Load
k
Short Term
-0.168 in
-0.144
k
Location 4.000
4.500
8.000
k
ft
Summary
0.000
0.000
0.000
0.000
0.000 in
Right Cant DO
0.000 in
0.000
0.000
0.000
0.000
0.000 in
Beam OK
Using: W8X31 section, Span = 9.00ft,
Fy = 36.OksiEnd Fixity
= Pinned-PinnedFy = 36.00ksi, Lu = O.00ft, LDF = 1.000
<- These columns are Dead + Live Load
Actual
Allowable
Moment
41.696 k -ft
54.450 k -ft
Max. Deflection -0.168 in
fb : Bending Stress
18.195 ksi
23.760 ksi
Length/DL Defl 748.5: 1
fb / Fb
0.766 :1
Cants
Length/(DL+LL Defl) 641.5: 1
Shear
15.034 k
33.178 k
41.70
fv : Shear Stress
6.525 ksi
14.400 ksi
Max. M -
fv / Fv
0.453 :1
Max. M @ Left
Force & Stress Summary
<- These columns are Dead + Live Load
placed as noted ->>
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
0-) Center
Center
Cants
Cants
Max. M +
41.70 k -ft
36.50
41.70
k -ft
Max. M -
Max. M @ Left
k -ft
Max. M @ Right
k -ft
k -ft
Shear @ Left
11.89k
9.55
11.89
k
Shear @ Right
15.03 k
12.69.
15.03
k
Center Defl.
-0.168 in
-0.144
-0.168
-0.168
0.000
0.000 in
Left Cant DO
0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant DO
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Deft @
0.000 in
0.000
0.000
0.000
0.000
0.000in
Reaction @ Left
11.89
9.55
11.89
11.89
k
Reaction @ Rt
15.03
12.69
15.03
15.03
k
'
Title: W18X50
Job #
Dsgnr:
Date:
Description:
Scope:
r d,
Steel Beam Design
Page 2
Section Properties
'
Steel Section W8X31
Weight 30.98 #/ft
r -roc 3.473 in
Depth
8.00 in
box 110.00 in4
r-yy 2.014 in
Web Thick
0.288 in
lyy 37.00 in4
Misc 2.210 in
'
Width
Flange Thick
8.000 in
0.433 in
Sxx 27.500 in3
Syy 9.250 in3
Area
9.12 62
1
11
'
Using: W8X31 section, Span = 9.00ft,
Fy = 36.OksiEnd Fb*
= Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000
<- These columns are Dead + Live Load
placed as noted ->>
Actual
Allowable
Title: W18X50
Job 9
Moment
47.901 k -ft
54.450 k -ft
Dsgnr: Date:
fb : Bending Stress
20.902 ksi
23.760 ksi
Description
'
fb / Fb
0.880 :1
'
Scope:
47.90 k -ft
Shear
12.289 k
33.178 k
k -ft
-
5.334 ksi
14.400 ksi
Steel Beam Design
Page 1
0.370 :1
k -ft
Max. M @ Right
Force & Stress Summary
General Information
k -ft
Description EVAPORATOR -BEAM b
'
Steel Section
W8X31
Fy
Pinned -Pinned Load Duration Factor
36.O0ksi
k -ft .
Center Span
9.00 ft
Sm Wt. Added to Loads
1.00
12.29
Left Cant.
0.00 ft
LL & ST Act Together
Shear @ Right
Right Cant
Lu
0.00 ft
0.00 ft
12.29
Distributed Loads
y
Center Defl.
-0.182 in
-0.158
#1
#2
#3 #4 #5 #6
#7
'
DL 0.180
0.000 in
0.000
k/ft
0.000
LL 0.520
0.000 in
k/ft
0.000 in
ST
0.000
0.000
0.000
0.000 in
Start Location
...Query Defl @
0.000 in
k/ft
'
End Location
0.000
0.000 in
ft
Reaction @ Left
12.29
9.95
12.29
ft
Point Loads
Reaction @ Rt
12.29
9.95
#1
#2
#3 #4 #5 #6
#7
'
Dead Load 14.600
3.400
k
Live Load
Short Term
k
'
Location 4.500
4.500
k
ft
Summary
Beam OK
'
Using: W8X31 section, Span = 9.00ft,
Fy = 36.OksiEnd Fb*
= Pinned-PinnedFy = 36.00ksi, Lu = 0.00ft, LDF = 1.000
<- These columns are Dead + Live Load
placed as noted ->>
Actual
Allowable
DL
Moment
47.901 k -ft
54.450 k -ft
Max. Deflection -0.182 in
fb : Bending Stress
20.902 ksi
23.760 ksi
Length/DL Defl 6842: 1
'
fb / Fb
0.880 :1
'
Length/(DL+LL Defl) 593.7: 1
47.90 k -ft
Shear
12.289 k
33.178 k
k -ft
fv : Shear Stress
5.334 ksi
14.400 ksi
'
fv / Fv
0.370 :1
k -ft
Max. M @ Right
Force & Stress Summary
'
<- These columns are Dead + Live Load
placed as noted ->>
DL
LL
LL+ST
LL
LL+ST
Maximum
Only
ca) Center
6& Center
Cants
Cants
'
Max. M +
Max. M -
47.90 k -ft
42.64
47.90
k -ft
Max. M @ Left
k -ft
Max. M @ Right
k -ft
k -ft .
Shear @ Left
12.29 k
9.95
12.29
k
Shear @ Right
12.29 k
9.95
12.29
k
y
Center Defl.
-0.182 in
-0.158
-0.182
-0.182
0.000
0.000 in
'
Left Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Defl @
0.000 in
0.000.
0.000
0.000
0.000
0.000 in
Reaction @ Left
12.29
9.95
12.29
12.29
k
Reaction @ Rt
12.29
9.95
12.29
12.29
k
Section Properties
30.98 #!ft r -roc 3.473 in
Steel Section WSX31
110.00 in4 r-yy 2.014 in
Depth
8.00 in
Web Thick
0.288 in
Width
8.000 in
Flange Thick
0.433 in
Area
9.12 in2
1
1
1'
1
1
Tide: W 18X50 Job #
Dsgnr. Date:
Description :
scope:
E �
Steel Beam Design Page 2
Weight
30.98 #!ft r -roc 3.473 in
lroc
110.00 in4 r-yy 2.014 in
lyy
37.00 in4 Misc 2.210 in
Sroc
27.500 in3
Syy
9.250 in3
Yf N V/
W MA MR
MR LU
VI in 4n
LLn ®n
C4 a
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CI NO 14.
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1
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SIEGFAMD ENGINEERING, INC.
4045 CORONADO AVENUE
STOCKTON, CALIFORNIA 95204 .� C O N S U L T I `N G CIVIL ENGINEER S
209 9432021
Project 1—/2 l�.�1GL��/ �2al�l/ /mss By.. iG� Job No.-
Date
Rev. / / Sheet hof
r—
a�� z
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J
3
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5� G/� 0 ,drr,A c /V4=76/
'
Title: W18X50
Job #
Dsgnr.
Date:
Description .
'Scope:
'
Steel Beam Design
Page 1
General Information
Description EVAPORATOR BEAM c
Steel Section W18X55
Fy 36.00ksi
Pinned -Pinned
Load Duration Factor 1.00
Center Span 18.00. ft Bm Wt. Added to Loads
Left Cant. 0.00 ft LL & ST Act Together
Right Cant 0.00 ft
Lu 0.00 ft
Point Loads
#1 #2 #3 #4 #5 #6 #7
'
Dead Load 24.200 11.300 24.200
k
Live Load
k
Short Term
k
Location 6.500 10.500 14.500
ft !
=Summary I
Beam OK
Using: W1 8X55 section, Span = 18.001t, Fy = 36.OksiEnd Fbdty = Pinned-PinnedFy = 36.00ksi,
Actual Allowable
Lu = O.00ft, LDF = 1.000
Moment 166.518 k -ft 194.722 k -ft
Max. Deflection -0.378 in
fb : Bending Stress 20.319 ksi 23.760 ksi
Length/DL Defl 571.2 :1
fb / Fb 0.855: 1
Length/(DL+LL Defl) 571.2 :1
Shear 35.320 k 101.762 k
fv : Shear Stress 4.998 ksi 14.400 ksi
fv / Fv 0.347: 1
Force & Stress Summary
<- These columns are Dead + Live Load placed as noted ->>
DL LL LL+ST
LL LL+ST
Maximum Only Center (M Center
Cants 0 Cants
Max. M + 166.52 k -ft 166.52
k -ft
Max. M -
k -ft
'
Max. M @ Left
k -ft
Max. M @ Right
k -ft
Shear @ Left 25.37 k 25.37
k
'
Shear @ Right 35.32 k 35.32
k
.
Center Defl. -0.378 in -0.378 0.000 -0.378
0.000 0.000 in
'
Left Cant Defl 0.000 in 0.000 0.000 0.000
Right Cant Defl 0.000 in 0.000 0.000 0.000
0.000 0.000 in
0.000 0.000 in
...Query Defl @ 0.000 in 0.000 0.000 0.000
0.000 0.000 in
' y
Reaction @ Left 25.37 25.37 25.37
k
Reaction @ Rt 35.32 35.32 35.32
k
Section Properties
' 1
Steel Section W18X55 Weight 55.03 #/ft
Depth
r-xx 7.416 in
18.12 in Ixx 891.00 in4
r-yy 1.667 in
-
Web Thick 0.390 in lyy 45.00 in4
Misc 1.980 in
'
Width 7.532 in Sxx 98.344 in3
Flange Thick 0.630 in Syy 11.949 in3
Area 16.20 in2
e
'
Actual
Allowable .
Tide : W 18X50
Job #
131.829 k -ft
194.722 k -ft
Max. Deflection -0.249 in
fb : Bending
Dsgnr. Date:
16.086 ksi
23.760 ksi
Length/DL Defl 866.1 :1
fb / Fb
Description:
'
Shear
16.595 k
Scope
fv : Shear Stress
2.348 ksi
14.400 ksi
fv / Fv
0.163 : 1
Force & Stress Summary
Steel Beam Design
Page 1
<- These columns are Dead + Live Load placed as noted ->>
General Information
LL LL+ST
LL LL+ST
'
Description
EVAPORATOR BEAM d
A Cants Cants
Max. M +
Steel Section
131.83
W18X55
Fy
36.00ksi
'
k -ft
Pinned -Pinned Load Duration Factor
1.00
Center Span
k -ft
18.00 ft
Bm Wt. Added to Loads
Left Cant.
Shear @ Left
0.00 ft
LL & ST Act Together
k
Right Cant
16.60 k
0.00 ft
k
'
Lu
-0.249
0.00 ft
0.000 0.000 in
Left Cant Defl
0.000 in
Point Loads
0.000 0.000
0.000 0.000 in
Right Cant Defl
. 0.000 in
0.000
0.000 0.000
#1
#2
#3 #4 #5 #6
#7
0.000 0.000
Dead Load
3.400
25.400
3.400
k
k
Live Load
16.60
16.60
16.60
k
Section Properties
Short Term
k
Weight 55.03 #/ft
Location
4.500
9.000
13.500
ft
'
Summary
0.390 in
lyy
45.00 in4
Misc 1.980 in
Width
7.532 in
Sxx
98.344 in3
Flange Thick
0.630 in
Syy
11.949 in3
Area
Beam OK
Using: WI 8X55 section, Span - 18.00ft, Fy = 36.OksiEnd Fixity = Pinned-PinnedFy = 36.00ksi, Lu = O.00ft, LDF = 1.000
Actual
Allowable .
Moment
131.829 k -ft
194.722 k -ft
Max. Deflection -0.249 in
fb : Bending
Stress
16.086 ksi
23.760 ksi
Length/DL Defl 866.1 :1
fb / Fb
0.677: 1
Length/(DL+LL Defl) 866.1 :1
Shear
16.595 k
101.762 k
fv : Shear Stress
2.348 ksi
14.400 ksi
fv / Fv
0.163 : 1
Force & Stress Summary
<- These columns are Dead + Live Load placed as noted ->>
DL
LL LL+ST
LL LL+ST
Maximum
Onlv_tib
Center ca__ Center
A Cants Cants
Max. M +
131.83 k -ft
131.83
k -ft .
Max. M -
k -ft
Max. M @ Left
k -ft
Max. M @ Right
k -ft
Shear @ Left
16.60 k
16.60
k
Shear @ Right
16.60 k
16.60
k
Center Defl.
-0.249 in
-0.249
0.000 -0.249
0.000 0.000 in
Left Cant Defl
0.000 in
0.000
0.000 0.000
0.000 0.000 in
Right Cant Defl
. 0.000 in
0.000
0.000 0.000
0.000 0.000 in
...Query Defl @
0.000 in
0.000
0.000 0.000
0.000 0.000 in
Reaction @ Left
16.60
16.60
16.60
k
Reaction @ Rt
16.60
16.60
16.60
k
Section Properties
Steel Section W18X55
Weight 55.03 #/ft
r-xx 7.416 in
Depth
18.12 in
lxx
891.00 in4
r-yy 1.667 in
Web Thick
0.390 in
lyy
45.00 in4
Misc 1.980 in
Width
7.532 in
Sxx
98.344 in3
Flange Thick
0.630 in
Syy
11.949 in3
Area
16.20 in2
SIEGFRI`ED ENGINEERING, INC:
4045CORONADOAVENUE I • CONSULTING CIVIL ENGINEERS
STOCKTON, CALIFORNIA,95204 -
209 943-2021
Project ` r�/' !/%d•LLr�i/ : /Z,�/z.S- By Job No.
Date 3 7
s` Rev. Sheet �°of
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ride: W 18X50
Dsgnr.
Description
Scope :
Steel Column
General Information
Description EVAPORATOR COLUMN
Date:
Job #
,eF-//
Page 1
Steel Section
W12X53
Fy 36.0 ksi
X -X Sidesway :
Restrained
Column Height
22.500 ft
Duration Factor 1.000
Y -Y Sidesway :
Restrained
End Fixity
Pin -Pin
X -X Unbraced 15.000 ft
Kxx
Kyy
1.000
1.000
Live & Short Term Loads Combined
Y -Y Unbraced '15.000 ft
0.00 ksi
Fb:yy : Allow [F1-6]
.oads
0.00 ksi
Fb:xx : Allow [F1-7] & [F1-8]
27.00 ksi
0.00 ksi
Axial Load.
7.12 ksi
0.00 ksi
Analysis Values
Dead Load
45.50 k
Ecc. for X -X Axis Moments
3.000 in
Cm:y
Live Load
k
Ecc. for Y -Y Axis Moment:
3.000 in
Pey : DL+LL+ST 28,304 psi
Short Term Load
28.20 k
Max X -X Axis Deflection -0.084
in at
13.050 ft
Column Design OK
Section: W12X53, Height = 22.50ftAxial Loads: DL = 45.50, LL = 0.00, ST = 28.20k, Ecc. = 3.000inU
Combined $tress Ratios Dead Live DL + LL DL + Short
AISC Formula H1 - 1 0.412 0.412 0.691
AISC Formula H1 - 2 0.488 0.488 0.791
AISC.Formula H1 - 3
Allowable & Actual Stresses
Dead
Live
Fa : Allowable
16.15 ksi
0.00 ksi
fa : Actual
2.92 ksi
0.00 ksi
Fb:xx : Allow [F1-6]
21.60 ksi
0.00 ksi
Fb:xx : Allow [F1-7] & [F1-8]
21.60 ksi
0.00 ksi
fb : xx Actual
1.94 ksi
0.00 ksi
Fb:yy : Allow [F1-6]
27.00 ksi
0.00 ksi
Fb:xx : Allow [F1-7] & [F1-8]
27.00 ksi
0.00 ksi
fb : yy Actual
7.12 ksi
0.00 ksi
Analysis Values
F'ex : DL+LL 125,566 psi
Cm:x DL+LL
Pey : DL+LL 28,304 psi
Cm:y
DL+LL
F'ex : DL+LL+ST 125,566 psi
Cm:x
DL+LL+ST
Pey : DL+LL+ST 28,304 psi
Cm:y
DL+LL+ST
Max X -X Axis Deflection -0.084
in at
13.050 ft
Max Y -Y Axis Deflection -0.372
in at
13.050 ft
Section Properties
Steel Section W12X53
Depth 12.06 in
Weight
52.99#/ft
Web Thick 0.345 in
Ixx
425.00 in4
Width 9.995 in
lyy
95.80 in4
Flange Thick 0.575 in
SXX
70.481 in3
Area 15.60 int
Syy
19.170 in3
Mimc 2.710 in
r-xx
5.220 in
r-yy
2.478 in
DL + LL
DL + Short
16.15 ksi
16.15 ksi
2.92 ksi
4.72 ksi
21.60 ksi
21.60 ksi
21.60 ksi
21.60 ksi
1.94 ksi
3.14 ksi
27.00 ksi
27.00 ksi
27.00 ksi
27.00 ksi
7.12 ksi
11.53 ksi
0.60
Cb:x DL+LL
1.75
0.60
Cb:y DL+LL
1.75
0.60
Cb:x DL+LL+ST
1.75
0.60
Cb:y DL+LL+ST
1.75
Axial DL = 45.50k
Ao" LL = 0.00k
Axial ST = 28.20k
M
3.00 in
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SIEGFRIED ENGINEERING,
STOCKTOONADOAVENA CONSULTING CIVIL ENGINEERS
STOCKTON, CALIFORNIA 95204
209 9432021
Project/ U.� �G.y� l,`^��' By �;:4 ji°� Job No.�%�/5�S
Date s? G
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S.IEGFRIED ENGINEERING, I,NC.
' 4045 CORONADO AVENUE
STOCKTON, CALIFORNIA 95204 . • CON S U L'T I N G CIVIL ENGINEERS
1 209 9432021
' Project' Tom% )Z44LA S4 lI W, I By / Job No. C 'A'l'ms'
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SIEGF';RIED ENGINEERING, INC.
4045 CORONADO AVENUE
STOCKTON,CALIFORNIA 95204 •± CONSULTING CIVIL ENGINEERS
209 9432021 f
Project ` T/2/ �/�`�l.E�/ �it6 By yy� Job No.
� �
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' Titre : W18X50 Job #
Dsgnr. Date:
Description:
' Scope:
General Footing Analysis & Design Page 1
General Information '
' Description EVAPORATOR MAT FOUNDATION k"li
' Allowable Soil Bearing f2,OOO.O psf Dimensions...
Short Tenn Increase 0 in Width along X-X Axis 20.000 ft
Base Pedistal Height 0.000 in Length along Y-Y Axis 40.000 ft
Seismic Zone 3 Footing Thickness 24.00 in
' Overburden Weight 0.00 psf Col Dim. Along X-X Axis 12.00 in
Live & Short Term Combined Col Dim, Along Y-Y Axis 12.00 in
t'c 2,500.0A�psiFy 60,000 Min Steel % 0.0014
Concrete Weight 0 pcf Rebar Cover 3.00 in
Loads
' Applied Vertical Load...
Dead Load 102.200 k ...ecc along X-X Axis 11.000 in
Live Load k ...ecc along Y-Y Axis 0.000 in
' Short Term Load k
Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis
Applied Moments... (pressures @ left & right) (pressures @ top & bot)
Dead Load k-ft k-ft
' Live Load k-ft k-ft
Short Tenn 759.000 k-ft k-ft
Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis
Applied Shears... (pressures Q left & right) (pressures Gan top & bot)
Dead Load k k
Live Load k k
Short Term k k
' Summary Footing Design OK
20.00 ft x 40.00 ft Footing, 24.0 in Th , w` .00 x 12.00 in column 0.0 in high
' DL+LL To
Actual II ble
Max Soil Pressure 452.9 Max Mu/Phi 37.716 k-ftAllowable 2,000.0 Required Steel Area 0.488 in2
X' Ecc, of Resultant 3.364 in Vu: 1-Way 13.399 85.000 psi
"Y' Ecc, of Resultant 0.000 in 0.000 in Vu: 2-Way 51.089 170.000 psi
X -X Min. Stability Ratio 999Qpa 1 1.500:1
Y -Y Min. Stability Ratio r.280:1
Tide: W 18X50 Job #
Dsgnr. Date:
Description:
Scope:
General Footing Analysis $ Design Page 2
Footing Design
Shear Forces
ACI 9-1
'ACI 9-2
ACI 9-3
Vn • Phi
Two -Way Shear
51.09
51.09
32.84 psi
170.00 psi
One -Way Shears...
Vu/Phi @ Left
5.35
12.55
8.07
85.00 psi
Vu/Phi @ Right
4.95
-2.98
-1.92
85.00 psi
Vu/Phi @ Top
13.40
13.40
8.61
85.00 psi
Vu/Phi @ Bottom
13.40 .
13.40
8.61
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru
s Read
Mu/Phi @ Left
8.80
-7.25
-4.66 k -ft
20.0 psi
0.35 in2
Mu/Phi @ Right
8.79
20.71
13.31
47.0
0.35
Mu/Phi @ Top
37.72
37.72
24.25
85.5
0.49
Mu/Phi @ Bottom
37.72
37.72
24.25
85.5
0.49
Soil Pressure Summary
Service Load Soil Pressures
Left
Right
Top
Bottom
DL + LL
382.62
452.88
417.75
417.75 psf
DL + LL + ST
97.99
737.51
417.75
417.75 psf
Factored Load Soil Pressures
ACI Eq. 9-1
535.67
634.03
584.85
584.85 psf
ACI Eq. 9-2
137.19
1,032.51
584.85
584.85 psf
ACI Eq. 9-3
88.19
863.76
375.97
375.97 psf
AGI Factors (per ACI, applied internally t6 entered 164ds)
ACI 9-1 8 9-2 DL
1.400
ACI 9-2 Group Factor
0.750
UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9-3
Dead Load Factor
1.400
UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3
Short Term Factor
1.400
....seismic = ST
o : 1.100
SIEGFRIED ENGINEERING, INC.
4045 CORONADO AVENUE
STOCKTON,CALIFORNIA95204 . CONSULTING CIVIL ENGINEERS
209 9432021 - ..
Project ' 772-1` //.4lJG�e% �';�1� o. Wm�=—%?' gy ear: ' Job No.
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STOCKTON,CALIFORNIA 95204 . CONSULTING CIVIL. ENGINEERS
209. 9432021 t
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4045 CORONADO AVENUE '
STOCKTON, CALIFORNIA -95204 ' �. CONSULTING CIVIL E.N G I N E E R S
209 943-2021-
Project
432021Project Till' �L tJ��� By Job No.
Date
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SIEGFR)E'D ENGINEERING, INC.
4045 CORONADO AVENUE I
.STOCKTON,CALIFORNIA 95204 CONSULTING. CIVIL ENGINEERS
209'` 943-2021- 1
Project: ,Z?z/ 'd� G,. -';mow, By r Job No. 7d�/545:'
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SIEGFRIED ENGINEERING, INC.
4045 CORONADO AVENUE'
STOCKTON, CALIFORNIA 95204 • CONSULTING CIVIL' ENGINEERS
209* 9432021
Proje6t- By Job No. 2 Z/ -i,:I- -
Date V.
Rev. Sheets �-f
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Title: W 18X50 Job g
Dsgnr. Date:
Description
Scope:
General Footing Analysis & Design Page 1
General InfonTlation
Description FLASH COOLER FOUNDATION
Allowable Soil Bearing
2,000.0 psf
Short Term Increase
1.330 in
Base Pedistal Height
0.000 in
Seismic Zone
3
Overburden Weight
0.00 psf
Live & Short Term Combined
999.000:1
fc
,500.0 ps
Fy
6� 0,000.0 psi
Concrete Weight
�p pcf
Applied Vertical Load...
Dead Load
Live Load
Short Term Load
Applied Moments...
Dead Load
Live Load
ShortTerm
Applied Shears...
Dead Load
Live Load
Short Term
Dimensions...
Width along X -X Axis
Length along Y -Y Axis
Footing Thickness
Col Dim. Along X -X Axis
Col Dim. Along Y -Y Axis
Min Steel %
Rebar Cover
68.200 k
k
k
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
458.700 k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
k
15.00 ft x 15.00 ft Footing, 24.0
1.500:1
15.000 ft
15.000 ft
24.00 in
0.00 in
0.00 in
0.0014
3.00 in
..ecc along X -X Axis 0.000 in
..ecc along Y -Y Axis 0.000 in
Creates Rotation about X -X Axis
(pressures CSB top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k.
Footing Design OK
.00 in column 0.0 in high
Actual
DL+LL
Max Soil Pressure
593.1
Allowable
2,000.0
"X Ecc, of Resultant
0.000 in
"Y' Ecc, of Resultant
0.000 in
X -X Min. Stability Ratio
999.000:1
Y -Y Min. Stability Ratio
�218271
1.500:1
15.000 ft
15.000 ft
24.00 in
0.00 in
0.00 in
0.0014
3.00 in
..ecc along X -X Axis 0.000 in
..ecc along Y -Y Axis 0.000 in
Creates Rotation about X -X Axis
(pressures CSB top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k.
Footing Design OK
.00 in column 0.0 in high
Actual
Allowable
Max Mu/Phi 38.705 k -ft
Required Steel Area
0.501 in2
Vu : 1 -Way 26.648
85.000 psi
Vu : 2 -Way 54.135
170.000 psi
ride: W18X50 Job p
Dsgnr. Date:
Description.
Scope:
r -F �
General Footing Analysis & Design Page 2
Footing Design
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Vn * Phi
Two -Way Shear
53.51
54.13
34.80 psi
170.00 psi
One -Way Shears...
Vu/Phi @ Left
9.57
26.65
17.13
85.00 psi
Vu/Phi @ Right
9.57
-6.61
-4.25
85.00 psi
Vu/Phi @ Top
9.57
9.57
6.15
85.00 psi
Vu/Phi @ Bottom
9.57
9.57
6.15
85,00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru
Reo'd
Mu/Phi @ Left
13.26
-9.63
-6.19 k -ft
30.1 psi
0.35 int
Mu/Phi @ Right
13.26
38.71
24.88
87.8
0.50
Mu/Phi @ Top
13.26
13.26
8.53
30.1
0.35
Mu/Phi @ Bottom
13.26
13.26
8.52
30A
0.35
Soil Pressure Summary
Service Load Soil Pressures
Left
Right
Top
Bottom
DL + LL
593.11
593.11
593.11
593.11 psf
DL + LL + ST
0.00
1,459.87
593.11
593.11 psf
Factored Load Soil Pressures
ACI Eq. 9-1
830.36
830.36
830.36
830.36 psf
ACI Eq. 9-2
0.00
2,043.82
830,36
830.36 psf
ACI Eq. 9-3
0.00
1,313.89
533.80
533.80 psf
ACA Factors (per ACI, applied internally to entered loads).
ACI 9-1 & 9-2 DL
1.400
ACI 9-2 Group Factor
0.750
UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9-3
Dead Load Factor
1.400 .
UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3
Short Term Factor
1.400
....seismic = ST * :
1.100
SIEGFR'IED 'ENGIN.EERING, INC.
4045 CORONADO AVENUE
STOCKTON. CALIFORNIA 95204 • C.O N S U L TING CIVIL ENGINEERS
209- 9432021
Project �"%Z/ !/�GGEY' � ,�o�-r/�25 By ' / /1': Job, No. �Z�/VJ
Date
Rev. / / Sheet,&L—Y of
c�itlO,-a 7 a�
.SIEGFRIE;D ENGINEERING, INC..
4045CORONADO AVENUE
STOCKTON, CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS
209. 9432021
Project r"2/ %!444: "OAV, =E10J By. ' Job No. 911?/4s
Date .�
Rev: Sheet -of
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Title: W 18X50 Job #
Dsgnr. Date:
Description:
Scope:
F3
General Footing Analysis & Design Page 1 .
General Information
Description PULPER FINISHER FOUNDATION
Allowable Soil Bearing
2,000.0 psf
Dimensions...
in high
Short Term Increase
1.330 in
Width along X -X Axis
20.000 ft
Base Pedistal Height
0.000 in
Length along Y -Y Axis
22.000 ft
Seismic Zone
3
Footing Thickness
24.00 in
Overburden Weight
0.00 psf
Col Dim. Along X -X Axis
0.00 in
Live & Short Term Combined
Vu: 1 -Way
Col Dim. Along Y -Y Axis
0.00 in
f'c
2,500.0 psi
Vu: 2 -Way
12.139
Fy
6Q,000.0 si
Min Steel %
0.0014
Concrete Weight
145.00 pcf
Rebar Cover
3.00 in
Loads
Applied Vertical Load...
Dead Load
15.400 k
...ecc along X -X Axis
0.000 in
Live Load
k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
Applied Moments..
Dead Load
Live Load
ShortTerm
Applied Shears...
Dead Load
Live Load
Short Term
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
332.900 k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
k
Creates Rotation about X -X Axis
(pressures @ top $ bot)
k -ft
k -ft
k -ft .
Creates Rotation about X -X Axis
(pressures @ top 8, bot)
k
k
k
Footing Design OK
20.00 ft x 22.00 ft Footing, 24.0
in Thick, w/0.00
x 0.00 in column 0.0
in high
DL+LL
L+L + 1
Actual
Max Soil Pressure
325.0
552.0 psf
Max Mu/Phi
14.772 k -ft
Allowable
2,000.0
Required Steel Area
"X Ecc, of Resultant
0.000 in
27.936 in
Vu: 1 -Way
7,549
"Y' Ecc, of Resultant
0.000 in
0.000 in
Vu: 2 -Way
12.139
X -X Min. Stability Ratio 999.000:1 1.500:1
Y -Y Min. Stability Ratio 296:i
Allowable
0.353 in2
85.000 psi
170.000 psi
SIEGFRIED ENGINEERING, INC.
4045:CORONADO AVENUE
STOCKTON,CALIFORNIA'95204 • CONSULTING CIVIL ENGINEERS
209 943.2021
Project' By Job No.
Date
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SIEGFRIED ENGINEERING, INC.
40450OR6NADO AVENUE
STOCKTON,CAUFORNiA95204 CONSULTING CIVIL ENGINEERS
209 9432021'
Project By Job No.
Date- /
Rev. / Sheet of
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SUEGFRIED EN•GINEERfNG, INC. ?
4045ICORONADO AVENUE ? r
STOCKTON, -CALIFORNIA 95204 t �R C ONS U L T.14N G CIVIL ENGINEER S
209 943.2021. ++ f ! r
Project ' l"lz/` 1%/� `/ Gi�t%�/z-1. BYE ` Job No.
Date "
Rev. / Sheet. of
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Tide: W18X50 Job #
Dsgnr: Dom:
Description:
Scope:
Steel Beam Design Page y
General Information
Description COOLING TOWER BEAM
Steel Section
W18X60
Actual
Fy . 36.00ksi
Steel Section W18X60
Moment
Pinned -Pinned
Load Duration Factor 1.00
Center Span
20.00 ft
Bm Wt. Added to Loads
23.760 ksi
Left Cant.
0.00 ft
LL & ST Act Together
50.10 in4 Misc 1.960 in
Right Cant
0.00 ft
7.198 k
109.002 k
Lu
0.00 ft
0.951 ksi
14.400 ksi
Distributed Loads
fv / Fv'
0.066: 1
#1
#2
#3 #4
#5 #6 #7
DL 0.660
k/ft
LL
DL
LL LL+ST
k/ft
ST
Only
Center Center
k/ft
Start Location
35.99
ft
End Location
ft
Summary
k -ft
Max. M @ Right
k -ft
Shear @ Left 7.20k
7.20
Beam OK
Using: W 18X60 section, Span = 20.00ft, Fy = 36.OksiEnd Fodty = Pinned-PinnedFy = 36.00ksi, Lu = 0,00ft, LDF =1.000
Actual
Allowable
Steel Section W18X60
Moment
35.989 k -ft
213.631 k -ft
Max. Deflection -0.091 in
fb : Bending Stress
4.003 ksi
23.760 ksi
Length/DL Deft 2,643.1: 1
fb / Fb
0.168: 1
50.10 in4 Misc 1.960 in
Length/(DL+LL Defl) 2,643.1: 1
Shear
7.198 k
109.002 k
Flange Thick
fv : Shear Stress
0.951 ksi
14.400 ksi
Area
fv / Fv'
0.066: 1
Force & Stress Summary
<<- These columns are Dead + Live Load placed as noted -->>
DL
LL LL+ST
LL LL+ST
Maximum
Only
Center Center
0 Cants 0 Cants
Max. M + 35.99 k -ft
35.99
k -ft
Max. M -
k -ft
Max. M @ Left
k -ft
Max. M @ Right
k -ft
Shear @ Left 7.20k
7.20
k
Shear @ Right 7.20 k
7.20
k
Center Defl. -0.091 in
-Q.091
0.000 -0.091
0.000 0.000 in
Left Cant Defl 0.000 in
0.000
0.000 0.000
0.000 0.000 in
Right Cant Deft 0.000 in
0.000
0.000 0.000
0.000 0.000 in
...Query DO @ 0.000 in
0.000
0.000 0.000
0.000 0.000in
Reaction @ Left 7.20
7.20
7.20
k
Reaction @ Rt 7.20
7.20
7.20
k
Section Properties
Steel Section W18X60
Weight
59.78 #/ft r -roc 7.477 in
Depth
18.24 in
Ixx
984.00 in4. r-yy 1.687 in
Web Thick
0.415 in
lyy
50.10 in4 Misc 1.960 in
Width
7.555 in
Sxx
107.895 in3
Flange Thick
0.695 in
Syy
13.263 in3
Area
17.60 in2
Column Design OK
Section: W1 2X40, Heist = 16.00ftAxial Loads: DL = 14.40, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU
Combined Stress Ratios Dead Live DL + LL DL + Short
AISC Formula H1 -I
AISC Formula H1 - 2
AISC Formula H1 - 3 0:093 0.093 0.093
Stresses
Allowable & Actual Stresses ad Live DL + LL DL +Short
Fa: Allowable 13.06 ksi 0.00 ksi 13.06 ksi 13.06 ksl
fa : Actual 1.22 ksi 0.00 ksi 1.22 ksi 1.22 ksi
Fb:xx : Allow [F1-6]
Fb:xx : Allow [F1 -7j & [F1-81
fb : xx Actual
Fb:yy : Allow [F1-61
Fb:x x : Allow [F1-71 & [F1-8]
fb : yy Actual
r
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
21.58 ksi
21.60 ksi
0.00 ksi
27.00 ksi
27.00 ksi
0.00 ksi
Title: W18X50
Analysis Values
Job s
Dsgnr.
Date:
Description
106,421 psi
Cm:x DL+LL
0.60
Scope:
1.75
F'ey : DL+LL
15,139 psi
Cm:y DL+LL
0.60
Cb:y DL+LL
_
F'ex : DL+LL+ST
Steel Column
Cm:x DL+LL+ST
Page
Cb:x OL+LL+ST 1.75
Fey: DL+LL+ST
15,139 psi
Cm:y DL+LL+ST
0.60
General Information
Max X -X Axis Deflection
0.000 in at
0.000 ft
' Description COOLING TOWER COLUMN
Steel Section W12X40
Fy 36.0 ksi
X -X Sidesway :
Restrained
Duration Factor 1.000
Y -Y Sidesway :
Restrained
Column Height 16.000 ft
Kx x
1.000'
End Fixity Pin -Pin
X X Unbraced 16.000 ft
Kyy
1.,000
Live & Short Term Loads Combined
Y -Y Unbraced 16.000 ft
Loads
11.94 in
Weight
40.08#/ft
Axial Load...
Web Thick
Dead Load 14.40 k
Ecc. for X -X Axis Moments
in
Live Load k
Ecc. for Y -Y Axis Moment:
in
8.d05 in
Short Term Load k
44.10 in4
Column Design OK
Section: W1 2X40, Heist = 16.00ftAxial Loads: DL = 14.40, LL = 0.00, ST = 0.00k, Ecc. = 0.000inU
Combined Stress Ratios Dead Live DL + LL DL + Short
AISC Formula H1 -I
AISC Formula H1 - 2
AISC Formula H1 - 3 0:093 0.093 0.093
Stresses
Allowable & Actual Stresses ad Live DL + LL DL +Short
Fa: Allowable 13.06 ksi 0.00 ksi 13.06 ksi 13.06 ksl
fa : Actual 1.22 ksi 0.00 ksi 1.22 ksi 1.22 ksi
Fb:xx : Allow [F1-6]
Fb:xx : Allow [F1 -7j & [F1-81
fb : xx Actual
Fb:yy : Allow [F1-61
Fb:x x : Allow [F1-71 & [F1-8]
fb : yy Actual
21.58 ksi
21.60 ksi
0.00 ksi
27.00 ksi
27.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
0.00 ksi
21.58 ksi
21.60 ksi
0.00 ksi
27.00 ksi
27.00 ksi
0.00 ksi
21.58 ksi
21.60 ksi
0.00 ksi
27.00 ksi
27.00 ksi
0.00 ksi
Analysis Values
Fex : DL+LL
106,421 psi
Cm:x DL+LL
0.60
Cb:x DL+LL
1.75
F'ey : DL+LL
15,139 psi
Cm:y DL+LL
0.60
Cb:y DL+LL
1.75
F'ex : DL+LL+ST
106,421 psi
Cm:x DL+LL+ST
0.60
Cb:x OL+LL+ST 1.75
Fey: DL+LL+ST
15,139 psi
Cm:y DL+LL+ST
0.60
Cb:y OL+LL+ST 1.75
Max X -X Axis Deflection
0.000 in at
0.000 ft
' Max Y -Y Axis Deflection
0.000 in at
0.000 ft
Section Properties
' Steel Section
W12X40
Depth
11.94 in
Weight
40.08#/ft
Web Thick
0.295 in
Ixx
310.0004
Width
8.d05 in
lyy
44.10 in4
-
Flange Thick
0.515 in
Sxx
51.926 in3
Area
11.80 in2
Syy
11.0181n3
Mise
2.140 in
r-xx
5.126 in
r-yy
1.933 in
W N W
W W W
W W W
H H N
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SI'EGF.RIED ENGINEERING, I'NC.'
4045.CORONADO AVENUE
STOCKTON, CALIFORNIA 95204 C O N S U L T I N G C IM I L ENGINEERS
209 9432021
5
Project 7`>2/ lLQZ- By %%ice Job No.'
F/Z!zX 10 ►z Date
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VEGFRLED. ENGINEERING, INC.
4045CORONADOXVENUE CONSULTING CIVIL ENGINEERS
,STOCKTON, CALIFORNIA 95204
:209 94320211
Project '77;c/ -',� Gl ✓ �%�Of?/ J by Job No. ��✓ �
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SIE.GFRIED ENGINEERING; INC.
4045 CORONADO AVENUE
STOCKTON, CALIFORNIA 95204 • • CONSULTING CIVIL ENGINEERS.
209 9432021.
.Project 7�l - 160 By G`— Job No.
Date
Rev. / / Sheet . of
Of
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SIEGFRIED ENGINEERING; INC.
4045: CORONAbO AVENUE
STOCKTON,CALIFORNIA 95204 CONSULTING CIVIL ENGINEERS"
209 943.2021
t
.Project' ` T/2/ liAGG�t/ �/2dl�l/��1 By ��' Job No. 1
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` Title: W 18X50 Job #
Dsgnr. Date:
Description .
Scope:
General Footing Analysis & Design Page
General Information
Description COOLING TOWER FOOTING
Allowable Soil Bearing -
2,000.0 psf
Dimensions...
Actual
Short Term Increase
1.330 in
Width along X -X Axis
4.000 ft
Base Pedistal Height
0.000 in
Length along Y -Y Axis
16.000 ft
Seismic Zone
3
Footing Thickness
24.00 in
Overburden Weight
0.00 psf
Col Dim. Along X -X Axis
0.00 in
Live & Short Term Combined
0.000 in
Col Dim. Along Y -Y Axis
0.00 in
fc
2,500.0 psi
Fy
60,000.0 psi
Min Steel %
0.0014
Concrete Weight
145.00 pcf
Rebar Cover
3.00 in
Loads
Applied Vertical Load...
Dead Load
26.400 k
...ecc along X -X Axis
0.000 In
Live Load
k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
Applied Moments...
Dead Load
Live Load
Short Term
Applied Shears...
Dead Load
Live Load
Short Terre
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k -ft
k -ft
k -ft
Creates Rotation about Y -Y Axis
(pressures @ left & right)
k
k
k
4.00 ft x 16.00 ft Footing, 24.0
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
183.500 k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
in Thick, w/0.00 x 0.00 in column 0.0 in high
Footing Design OK
X -X Min. Stability Ratio 1.960:1 1.500:1
Y -Y Min. Stability Ratio 999.000:1
+LL
DL+LL+ST
Actual
Allowable
Max Soil Pressure
702.5
1,912.3 psf
Max Mu/Phi 60.188 k -ft
Allowable
2,000.0
2,660.0 psf
Required Steel Area
0.789 in2
"X' Ecc, of Resultant
0.000 in
0.000 in
Vu : 1 -Way 38,562
85.000 psi
'Y Ecc, of Resultant
0.000 in
48.977 in
Vu: 2 -Way 20.432
170.000 psi
X -X Min. Stability Ratio 1.960:1 1.500:1
Y -Y Min. Stability Ratio 999.000:1
rdle : W1sx50
Dsgnr:
Description .
Scope:
General Footing Analysis & Design
Date:
Job #
Page 2
Shear Forces
ACI 9-1CA
18-2
ACI 9-3
Vn • Phi
Two -Way Shear
19.88
20.43
13.13 psi
170.00 psi
One -Way Shears...
Vu/Phi @ Left
0.71
0.71
0.46
85.00 psi
Vu/Phi @ Right
0.71
0.71
0.46
85.00 psi
Vu/Phi (0 Top
13.72
38.56
24.79
85.00 psi
Vu/Phi @ Bottom
13.72
-8.64
-5.56
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru
As Reg'd
Mu/Phi @ Left
1.28
128
-1.28
0.82 k -ft
2.9 psi
0.35 in2
Mu/Phi @ Right
1.28
0.83
2.9
0.35
Mu/Phi @ Top
20.53
60.19
38.69
136.5
0.79
Mu/Phi @ Bottom
20.53
-12.30
-7.91
46.6
0.35
Soil Pressure Summary
Service Load Soil Pressures
Left
Right
Top
Bottom
DL + LL
702.50
702.50
702.50
702.50 psf
DL + LL + ST
702.50
702.50
1,912.25
0.00 psf
Factored Load Soil Pressures
ACI Eq. 9.1
983.50
983.50
983.50
983.50 psf
ACI Eq. 9-2
983.50
983.50
2,677.15
0.00 psf
ACI Eq. 9-3
632.25
632.25
1,721.03
0.00 psf
ACI Factors (per ACI, applied internally to entered loads)
ACI 9.1 & 9.2 DL
1.400
ACI 9-2 Group Factor
0.750
UBC 1921.2.7 "1.4" Factor 1.400
ACI 9-1 & 9-2 LL
1.700
ACI 9.3
Dead Load Factor
1.400
UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST
1.700
ACI 9-3
Short Term Factor
1.400
....seismic = ST " :
1.100