HomeMy WebLinkAboutExhibit - Geotechnical_Memo � CIVILTECH
� � �
Memo
To: Gary Barber,AIA,Senior Architect;Charlie Conway, Project Manager, KPG
Cc: Jonathan Wilson, Airport Manager
From: Ming-Fang Chang, PE
Date: August 1, 2016
RE: Geotechnical Exploration and Services for RMA Office Renovation, Renton,Washington
1.0 INTRODUCTION
To address functional deficiencies and extend the useful life of the Renton Municipal Airport Air Traffic Control
Tower (ATCT) in Renton, Washington, the City of Renton (City) plans to remodel and expand the
administrative offices on the first floor of the existing building.The City has also elected to investigate the use
of a voluntary seismic retrofit of the tower which was constructed in 1960-61 prior to the development of
modern seismic design codes.
CivilTech Engineering (CivilTech) was engaged by KPG representing the City to perform geotechnical site
exploration and evaluation for the proposed office renovation and seismic retrofit. The scope of the
geotechnical services include:
• Review relevant on-site geotechnical data
• Plan and coordinate field exploration work which includes one standard penetration test boring
and laboratory testing of soil samples
• Compile site exploration results, analyze field data, and interpret subsurface soil conditions
• Develop geotechnical recommendations for seismic retrofit and foundation design of the
proposed renovated structures
The purpose of this memorandum is to provide a summary of the field exploration results and our engineering
recommendations. In accordance with generally accepted geotechnical engineering practice, this
memorandum has been prepared for KPG and the City for specific application to this project.
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
2.0 EXISITNG BORING
Existing Boring#1, located at the northeast corner of the building site,was drilled in 1960 or earlier as part of
the building construction. The 52 foot boring log (see Appendix A) indicated that the site is covered by
approximately 15 feet of loose sandy FILL below the ground surface (bgs). Underlying the surface fill,the soils
consist of approximately 7 feet of inedium dense SAND,which is followed by 16 feet of inedium dense to very
dense SAND, and subsequently at 38 feet bgs, by a layer of very dense SAND with gravel which extends to a
depth of 52 feet bgs.
An unknown sampler was used during the exploration. The sampler was driven into the ground with a 350
pound hammer falling from a height of 12 inches. The registered blow counts, shown as N* in the as-built
drawings, provide an indication of the relative density of the subsurface soils. From the soil stratification and
N* values, dense sand strata suitable for bearing of deep foundations are expected at approximately 38 feet
bgs. Figure 2 provides a correlation between data shown in Boring#1 and current SPT methodology.
3.0 NEW BORING
The project site is located along the West Perimeter Road of the Renton Municipal Airport,as shown in Figure
1. The ATCT building measures approximately 46.9 feet by 23.5 feet.A five-story control tower comprises the
north half of the building, while an administrative office comprises the south half of the building. The area is
open,with airport security fence running along the building's west face and the south end of the site. Outside
the fence is a grass area to the southwest of the building and parking space just off the road and in front of the
control tower building.
New Boring B-1 was completed by Holocene Drilling under the direction of CivilTech on June 24, 2016. The
boring location, as shown in Figure 1, is approximately 13 feet south and 11 feet west of the corner of the
building. A mud-rotary drilling method using bentonite fluid was used to advance the borehole. The
exploration, accomplished by a GEFCO drill rig equipped with an auto-trip safety hammer, included
representative soil sampling. Figure 2 provides a correlation between data shown in Boring#1 and estimated
N-values based on the current SPT methods.
The SPT was performed in accordance with ASTM D1586. A two-inch diameter split spoon sampler, with an
inside diameter of 1-3/8", was driven into the soil using a 140-Ib hammer falling for a distance of 30 inches.
The standard penetration resistance, known as the N-value, is calculated as the number of blows required for
the sampler to achieve the 12 inches of penetration. Sampling was perFormed at regular 2.5-foot intervals for
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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the first 35 feet and at 5.0-foot intervals thereafter, and representative soil samples were retrieved at each
sampling depth as possible. Results of the soil boring are presented in boring log B-1 in Appendix A.
The borehole was backfilled with bentonite chips. Soil samples collected were stored and sealed in plastic
storage bags. HWA GeoSciences, Inc. examined the soil samples under the direction of CivilTech. Laboratory
tests include moisture content determination, Atterberg Limits tests for cohesive soils and analyses of grain
size distributions or the fines content for selected sand samples, using tests following ASTM Standards. Results
of these laboratory tests are documented in Appendix B.
Soil stratification of Boring B-1 resembles general characteristics of recent Alluvium in the Pacific Northwest.
Subsurface conditions are typical of the general geology mapped in the vicinity of the project site. A
comparison of the detailed soil stratigraphy at Boring #1 and Boring B-1 indicates that while the soils are
essentially sandy soils at the northeast corner of the site (Boring#1), several layers of cohesive materials were
encountered at the southwest corner(Boring B-1).
Based on Boring B-1,the following subsurface soils were encountered at the project site:
- Soil 1 (0-7.5') Very Loose Sandy to slightly Clayey SILT and Silty SAND (N=2)
- Soil 2 (7.5-10.9') Soft Clayey SILT(N=3)
- Soil 3 (10.9-17.5') Very Loose Silty Sand and Sandy SILT(N=4)
- Soil 4(17.5-22.5') Medium Dense Poorly Graded Silty to Sandy GRAVEL(N=17)
- Soil 5 (22.5-25') Stiff Highly Plastic Organic clayey SILT trace Gravel (N=11)
- Soil 6 (25-27.5') Loose Sandy SILT trace Gravel and Clay(N=4)
- Soil 7 (27.5-32') Loose to Medium Dense Sandy SILT to Silty SAND (N=13)
- Soil 8(32-40') Medium Stiff Highly Plastic Elastic SILT(N=4)
- Soil 9 (40-48') Medium Dense Silty SAND with trace of Decayed Wood (N=12)
- Soil 10 (48-60') Medium Dense Poorly Graded Silty SAND (N=20)
- Soil 11 (60-65') Very Stiff Low Plasticity SILT(N=18)
- Soil 12 (65-75') Very Dense Silty SAND and Sandy SILT(N=55)
- Soil 13 (75'-) Very Dense Poorly Graded Silty to Sandy GRAVEL(N=65)
The N-values provide an indication of the stiffness or compactness of the soil strata. Boring B-1 indicates a
moderate bearing capacity layer might be found at 48 feet depth and below, and competent bearing strata as
indicated by N-values of 50 and above are likely present at 65 feet bgs. In contrast, competent bearing strata
in Boring#1 are found at approximately 38 feet bgs.
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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Groundwater table observation was not possible during the mud-rotary drilling. Groundwater levels
commonly fluctuate in response to seasonal precipitation changes and site utilization. Judging from nearby
borings from Washington State Department of Natural Resources reviewed earlier by CivilTech, the
groundwater table can be assumed at approximately 3 feet bgs for the project site.
4.0 SITE CLASS AND LIQUEFACTION POTENTIAL
4.1 Site Class
Following ASCE,the site class for seismic design applications was evaluated based on Boring B-1 N-values. Use
of existing Boring #1 was excluded because of nonstandard sampling and penetration procedure. The
resistance profile over a depth of 100 feet was considered with the assumption that the N-value of the soils
below the Boring B-1 depth of 75 feet is 60, equal to that at the base of the boring. For a conservative estimate
of the site class,the plasticity effect of the cohesive soil layers was ignored.The average N-value was found to
be 9.3,which is less than 15.The site is classified as Site E for seismic evaluation purposes(see Appendix C).
4.2 Liquefaction
Liquefaction potential of the site was evaluated using the Boring B-1 data and the software LIQUEFYPRO.
Results indicate that under a design-level earthquake of magnitude 7.0 and a peak ground acceleration of
0.40g, the liquefiable zone include soils in the upper 17.5 feet, soils between 25 and 30 feet bgs, and soils
between 40 and 48 feet bgs (see Appendix C). Settlement of up to 10.5 inches is anticipated as a result of
liquefaction. Based on engineering judgement, liquefaction in the two deeper zones is likely to be restricted
due to the presence of cohesive soil stratum directly above each zone.
5.0 EXISTING FOUNDATIONS
5.1 Foundation Capacity
Based on the ATCT as-built drawings,the tower is supported by grade beams resting on timber piles in clusters
of 2 to 4 piles per column. The existing administrative wing is supported on interconnected grade beams
resting on single piles,one at each of the six column locations.As-built drawings indicate the piles are"25 ton"
piles to be driven to a minimum of 38 feet bgs. The term "25 ton" implies the structural capacity of the pile
assuming a continuously supported condition assuming adequate bearing has been provided. Per the as-built
drawings, piles were to be driven to 38 feet bgs, minimum. Records of pile driving log have not been located
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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and have not been verified. Under static conditions, these piles have provided safe support to the tower to
date.The condition of the piles is unknown and outside this scope of work.
5.2 Timber Pile Capacity
The vertical geotechnical capacity has been evaluated for a 38-foot long single timber pile with diameter
reducing from 12 inches at the butt level to 7 inches at the tip level as per the as-built general notes. Based on
Boring B-1,these piles would terminate in a high plasticity SILT(Stratum 5), rather than a very dense sand layer
as indicated in Boring#1. With the taper effect of the pile shaft simplified by using average pile diameter,the
ultimate vertical capacity using skin friction and end bearing was estimated at 14 tons under the static loading
condition and 9.9 tons under the seismic loading condition (see Appendix D).
Assuming a pile unsupported length of 17.5' due to liquefaction, the individual pile structural capacity is
approximately 10 tons for a like-new condition. If the piles are decayed or damaged in the earthquake, the
capacitywill be reduced.
Downdrag due to liquefaction is approximately 4 tons.Total dead load of the tower portion of the structure is
approximately 109 tons. There are 24 piles located beneath the tower portion of the structure, resulting in a
demand of approximately 9 tons/pile assuming uniform distribution of structure weight and downdrag due to
liquefaction. Based on the calculated pile capacity, both structural and geotechnical, there is approximately
10% reserve capacity in each pile neglecting the efFects of group effect for the piles and lateral displacement of
the structure in a seismic event.
6.0 GEOTECHNICAL CONSIDERATIONS
Table 1 shows the soil parameters recommended for the design of deep foundations.The groundwater table
is assumed at a depth of 3 feet bgs. Due to low soil strength and potential liquefaction in the upper 17.5 feet,
vertical resistance should be ignored in the liquefiable soil when evaluating the pile capacity under a seismic
event.
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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Table 1 Soil Parameters for Foundation Design
Stratum Depth Soil Type Effective Effective Undrained L-Pile Z Shaft Friction Z
BGS(ft)1 (with N-value) Unit Weight Friction Shear Parameters Coefficient
(pcf� Angle�l� Strength�l� Eso k(pci) ktanS a
(�) (psfl
1 17.5 to Poorly Graded Silty 57.6 34° - 50 0.29
22.5 and Sandy GRAVEL
(N=17)
2 22.5 to 25 Organic Clayey SILT 47.6 - 1000 0.008 0.70
(N=11)
3 25-27.5 Sandy SILT(N=4) 47.6 28° - 15 0.25
4 27.5 to 32 Silty SAND(N=13) 52.6 32° - 35 0.28
5 32 to 40 High Plasticity 42.6 - 500 0.017 0.50-
Elastic SILT(N=4) 0.70�3�
6 40 to 48 Poorly Graded Silty 52.6 32° - 35 0.28
SAND(N=12)
7 48-60 SAND with Silt and 57.6 34° - 60 0.30
Gravel(N=20)
S 60-65 Sandy SILT(N=18) 57.6 - 2000 0.007 0.60
9 65-75 Sandy SILTto Silty 62.6 40° - 120 0.35
SAND with Gravel
(N=55)
1) Based on SPT resistance and WSDOT Geotechnical Design Manual M46-03.01 (WSDOT 2015) and empirical correlations for
granular soils and plasticity index for cohesive soils from local practice.
2) Based on SPT resistance and empirical correlations from local practice.
3) Use lower value for drilled shaft or other cast-in-place piles and higher value for timber and other driven piles.
7.0 FOUNDATION DESIGN RECOMMENDATIONS
7.1 Truss Foundation
To provide lateral restraint in a seismic event, the current seismic retrofit concept will use steel frame trusses
at three corners of the tower: northeast, northwest and southwest. Each truss will be supported by two drilled
shafts. Capacity of drilled shafts should be evaluated based on design parameters presented in Table 1. The
ultimate end bearing pressure can be calculated based on using a bearing capacity factor that corresponds to
the relevant effective friction angle of the soil at the shaft base.
The current seismic retrofit design concept imparts vertical loads of 400 kips, bending moment of 70 k-ft and
horizontal loads of 50 kips on each drilled shaft under a seismic event. Based on the soil stratification from
Boring B-1, a very dense sand stratum ideal for bearing of deep foundations is present at approximately 65
feet bgs. Stratum 7, a medium dense SAND layer with silt and gravel having an average N-value of 20, is a
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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suitable bearing stratum at approximately 48 feet bgs. An embedment of approximately 2.5 x shaft diameter
in the bearing stratum would be required for an effective base bearing.
Based on an estimated maximum vertical load of 400 kips under the seismic loading condition, excluding
downdrag, a minimum diameter of approximately 2.0 feet is structurally required. Axial and lateral capacities
were evaluated for drilled shafts ranging from 2.5 to 3.5 feet diameter.The shaft was assumed cantilevered to
17.5 feet bgs to account for liquefaction.The calculated ultimate load capacity ranges from 607 to 1117 kips
and is shown in Appendix D.Table 2 shows allowable capacity and lateral ground line deflections from drilled
shaft analyses using Program ALLPILE, as well as hand-calculated downdrag forces. Based on these findings, a
3.5-foot diameter shaft is required for the truss foundation. Pile group effects have not been examined nor
have pile caps connecting to the drilled shafts.
Table 2 Results of Drilled Shaft Analyses
Shaft Size Shaft Length Allowable Axial Downdrag Shaft Deflection Adequate
(ft) (ft) Load Force (inches)
(kips) (kips)
2.5 55 335 22.6 1.97 No
3.0 56 462 27.2 1.28 Yes
3.5 57 608 31.7 0.89 Yes
7.2 Office Expansion Foundation
Micropiles are recommended for supporting the office addition. The axial capacity of micropiles, typically 12
inches in diameter or smaller,varies greatly with the selected pile casing size and the subsurface soil condition.
Based on site soil conditions, the piles should extend beyond 40 feet depth to bear in a silty SAND layer
(Stratum 6). Results of preliminary analyses of micropiles using ALLPILE are presented in Table 3;see Appendix
E for calculations.
7.3 Foundation Improvements
Because the demand capacity ratio of the timber piles in a seismic event is close to 1.0, consideration may be
given to utilizing micro piles to supplement the existing foundation system. Micro piles could be used to
provide additional vertical capacity using vertical micro piles or to provide lateral stability through use of batter
pi les.
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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Table 3 Results of Micropile Analyses
Pile Pile Length Allowable Axial Downdrag
Diameter (feet) Load Force
(inches) (kips) (kips)
7 41.8 16.5 5.3
8.625 42.2 22.9 6.5
10.75 42.7 34.1 8.1
12.75 43.2 48.9 9.6
8.0 CONSTRUCTION CONSIDERATIONS
The construction of circular drilled shafts typically involves drilling a vertical shaft with a single-flight auger rig,
placing a steel reinforcing cage into the hole, and filling the drilled hole with concrete. Groundwater will likely
be encountered within the drilling depths during construction and casing will likely be required to maintain a
stable shaft.
Concrete may be placed through a hopper if water is not present in the shaft. A tremie pipe should be used if
water is present. The top 20 feet of concrete should be vibrated if necessary in order to achieve proper
compaction. The concrete should have a minimum slump of 6 inches during placement to minimize
segregation.Concrete should be placed as soon as possible after excavation is complete.
A qualified geotechnical engineer should observe the excavation and concrete placement during the drilled
shaft construction as well as micro pile installation.
Survey will be performed by KPG. If underground utilities are encountered, design may be modified if
relocation is found to be too expensive.
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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REFERENCES
AASHTO (2015). LRFD Bridge Design Specifications, 7th Edition (with Interm Revisions), 2015.
City of Renton (1960). AS-Built Plans and Drawings, Airport Control Tower, Renton Municipal Airport,
City of Renton,July 11. 1960
Washington State Department of Natural Resources, http://Fortress.wa.gov/dnr/geology
Washington State Department of Transportation (2015). Geotechnical Design Manual M46-03.11, May
2015
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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APPENDICES
Appendix A Logs of Boring B-1(Pages A.1-A.3)and Boring#1 (Page A.5)
Appendix B 'Laboratory Report from HWA GeoSciences(Pages B.1-6.9)
Appendix C Site Class and Liquefaction Potential (C.1—C.3)
Appendix D Engineering Calculations of Drilled Shafts(Pages D.1—D.9)
Appendix E Engineering Calculations of Timber and Micropiles(Pages E.1—E.7)
400112TM Ave NE,SuiTe 120 • BELLEVUE,WA 98004 • (425)453-6488 • Fax(425)453-5848
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APPENDIX A
Address:400—112`h Ave. NE,Suite 120,Bellevue,WA 98004 T: (425)453-6488 F: (425)453-5848
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� CIVILTECH
�
APPENDIX B
Address:400—112`h Ave. NE,Suite 120,Bellevue,WA 98004 T: (425)453-6488 F: (425)453-5848
��� HWA GEOSCIENCES INC.
Gcotcdmicnl Engirien in, •Hvciro�;�nln�,i� •Gcrcm�iroiim�i�(nl •[nspectioii and lcsti�i�*
July 14, 2016
HWA Project No. 2014-154-23 Task 500
CivilTech Engineering
400 112th Avenue NE, Suite 120
Bellevue, Washington 98004
Attention: Ming-Fang Chang, P.E.
Subject: Materials Laboratory Report
Soil Index Testing
Renton Municipal Airport Control Tower
CivilTech Project No. 15032
Revised—7-14-2016
Dear Mr. Chang;
S�PLE I1vFORMAT�oN: The subject samples were delivered to our laboratory on June 27, 2016
by Courier. The samples were contained in one quart re-sealable plastic bags and were
designated with borehole number, sample number, and depth of sampling. The soil was classified
for engineering purposes in general accordance with ASTM D2487 and ASTM D2488. The
results are reported on Figures 1-2, Summary of Material Properties.
MOISTURE CONTENT OF SOIL: The moisture contents of all samples (percent by dry mass) were
determined in general accordance with ASTM D2216. The results are reported on Figures 1-2,
Summaiy of Material Properties.
UNIT wE�GxT oF So�L: The wet density of samples specified by the client was estimated for
based on the total wet weight of the sample received and length and diameter information
provided by the client. The results are shown as wet unit weight on Figures 1-2.
PARTICLE SIZE ANALYSIS OF SOILS: Specified samples were tested to determine the particle
size distribution in general accordance with ASTM D422 using wet sieve analysis only. The test
results are summarized on the attached Particle Size Analysis of Soils reports, Figures 3-6, which
also provides information regarding the classification of the samples and the moisture content at
the time of testing.
PERCENTAGE FINER THAN#200 SIEVE: The pet�centage of material finer than the#200 sieve
was determined for specified samples in general accordance with ASTM D1140. The soil was
oven dried, and washed over a#200 sieve to determine the percentage of fines. The results are
shown on Figures 3 through 6.
2131?30`h I)rive SE
Suite 110
Bothell,b��A 98031-7010
TeL�l2�.71�.0106
Fas: l��.17�+.271-+
w�vw.hwageo.can
July 14,2016
HWA Project No. 2014-154 T500
LIQUID LIMIT,PLASTIC LIMIT,AND PLASTICITY INDEX OF SOILS(ATTERBERG LIMITS�:
Specified samples were tested in general accordance with method ASTM D4318, multi-point
method. The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index
report, Figure 7.
O.O
CLosU�: Experience has shown that test results on soil and other natural materials vazy with
each representative sample. As such, HWA has no knowledge as to the extent and quantity of
material the tested samples may represent. HWA also makes no warranty as to how
representative either the samples tested or the test results obtained are to actual field conditions.
It is a well established fact that sampling methods present varying degrees of disturbance that
affect sample representativeness.
No copy should be made of this report except in its entirety.
We appreciate the opportunity to provide laboratory testing services on this project. Should you
have any questions or comments, or if we may be of further service,please call.
HWA GEOSCIENCES INC. '
,-`'� ,-'` =,�i,
� �d � \
�
,,r- �,,,i�---."�'`-Z... .�
U
Jessica Hei-�era Steven E. Greene;L. ., L.E.G.
Materials Laboratory Manager Principal Engineering Geologist
Vice President
Attachments:
Figure 1-2 Summary of Material Properties
Figure 3-6 Particle Size Analysis of Soils
Figure 7 Liquid Limit,Plastic Limit and Plasticity Index of Soils
Task 500 Letter Report Revised 7-14-2016 2 HWA GeoSciences Inc.
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� CIVILTECH
�
APPENDIX C
Address:400—112`h Ave. NE,Suite 120,Bellevue,WA 98004 T: (425)453-6488 F: (425)453-5848
� .4 �
Site Class based on SPT N-Values over 100-ft Depth (Soil Boring B-1)
Renton Manicipal Airport Control Tower and Office Building
Boring B-1
Depth(Di) SPT Ni di/Ni di Navg
2.5 3 1.666667 5
5 2 1.25 2.5
7.5 3 0.833333 2.5
10 8 0.3125 2.5
12.5 2 1.25 2.5
15 3 0.833333 2.5
17.5 13 0.192308 2.5
20 22 0.113636 2.5
22.5 11 0.227273 2.5
25 4 0.625 2.5
27.5 9 0.277778 2.5
30 16 0.15625 2.5
32.5 3 0.833333 2.5
35 4 0.625 2.5
40 13 0.384615 5
45 11 0.454545 5
50 19 0.263158 5
55 21 0.238095 5
60 18 0.277778 5
65 57 0.087719 5
70 54 0.092593 5
75 67 0.074627 5
80 60 0.083333 S
85 60 0.083333 5
90 60 0.083333 5
95 60 0.083333 5
100 60 0.083333 5
11.06954 102.5 9.3 <15
SITE CLASS E
7/15/2016
mfc
C-=2
LIQUEFACTION ANALYSIS
RMA Control Tower Office Renovation
Hole No.=B-1 Water Depth=3 ft Surface Elev.=26 Magnitude=7
Acceleration=0.40g
N-Value Unit Weight-pcf Fines % Soil Description
(�Ip 0 100 0 200 0 100
� � � i i i i i i i i i Very Loose SAND and SILT
� i i
I I
' Soft Organic Clayey SILT
Loose Medium to Coarse SAND �
15 Very Loose Sandy SILT
Medium Dense Gravel with sand and silt
, I ;;,;`,�; Stiff Organic Cfayey SIL7
Loose V. Fiine Sandy SILT
''' Loose to Medium Dense Silty SAND
30 I 1 - - :
r I Soft Highly Plastic Clayey SILT I
i
�
i � Medium Dense Silty SAND i
45 I � I I
i
Medium Oense SAND with Silt
i
i '
�
60 I �
V. 5tiff 51LT with Gravel I
�
i � Very Dense Sandy SILT
i
I ' � I
75 '
E SPT or BPT test
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N
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Q
7 90
N
N
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a 105
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CivilTech Corporation Site Liquefaction Potential Plate A-1
C—,�
LIQUEFACTION ANALYSIS
RMA Control Tower Office Renovation
Hole No.=B-1 Water Depth=3 ft Surface Elev.=26 Magnitude=7
Acceleration=0.40g
Shear Stress Ratio Factor of Safety Settlement Soil Description
f�]� 0 2 0 1 _ 5 0(in) 50
i � Very Loose SAlVD and SILT
i �
, i
I
I �I I I�I Soft Organic Clayey SILT I
I i < << <
� Loose Medium to Coarse SAND
15 ' �IIIIII Very Loose Sandy SILT
Medium Dense Gravel with sand and silt
�
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i i
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-�,�..
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I Loose to Medium Dense Silty SAND
30 '
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I , � Medium Dense Silty SAND
i
i
45 ,
i
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60 � I I I I I I V.Stiff SILT with Gravel
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, � Very Dense Sandy SILT
� I
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fs1=1 S=10.50 in. 1
75 C�� CSR (s1— Satural�d —
� Shaded Zone has Liquefaction Potential Unsaturat.
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CivilTech Corporation Site Liquefaction Potential Plate A-1
� CIVILTECH
�
APPENDIX D
Address:400—112`h Ave. NE,Suite 120,Bellevue,WA 98004 T: (425)453-6488 F: (425)453-5848
!� C�vILT�cx
� ``"-� �``"`"-" PROjECT NO ��'���` SI-iEET NO �^/
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PRQJ�4"f" '�� .e�t� I r�J�{ "�'°�� J°�C11/��'�"' CON[PiITCD BY Ih�y�_DATE���C^� ,
) "� yn� 2, f_
SLIBJECT. �'�'^•'1dY h C.r+� !�Yl�C I�J t��1 2,'� `�t: ' �'.,t . CHECICED BY DAT'E
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�� 7�r
VERT1CAL ANALYSIS ��� �
Figure 1
Loads: ��e/��
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
��I� Shear Condition: Cyclic
� P Number of Cycles: 2
Q
I „- (with Load Factor)
,� Vertical Load, Q=400.0-kp
r ��
i
! Profile: � s 2 � � j��'
� Pile Length, L= 54.3-ft
Top Height, H=0-ft �'r
( Slope Angle,As=0 � -J �'�
j Batter Angle,Ab=0
1
j�, "Zero Friction"
�� Zero Friction Start: 0-ft End: 17.5-ft
l��-'
Drilled Shaft (dia >24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -kp/i2 -kplf
0 94.9 25.0 0.00 6 35 0 0.0 30 706.9 94.2 39760.8 3000 {�.735
3 32.5 25.0 0.00 5 35 0 54.3 30 706.9 94.2 39760.8 3000 0.736
17.5 57.9 35.7 0.00 57.7 50 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
60 69.9 0.0 225 708.4 0.61 18
r
Vertical Capacity: Ul r� x,1 ' 3� •�' � "�'� J
Weight above Ground=0.00 Total Weight=24.24-kp *Soil Weight is not included { r����"S�
Sir�e Resistance(Down)= 190.123-kp Side Resistance(Up)= 132.266-kp �� = SS�� '�� �
Tip Resistance (�awn}=417.267-kp Tip Resistance (Up)=0.000-kp ���
Total Ulidmate Ca�acit Down Qult=607.391-k ` Tptal Ultimate Ca acit U 156.508-k ° �"9°`� a��6)
Y� ) p p Y� P)= P
Ts�tal Allowable Capacity(Down) Qallow=335.383-k�otal Allowable Capacity(Up) Qallow=93.069-kp ��!K��
NIG! Qallow< Q
����� �
Settlement Calculation: t � r.
At Q=400.00-kp Settlement=0.54767-in
At Xallow= 1.00-in Q=483.73578-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
CivilTech RMA Control Tower Office Renovation
Software 2.5' Drilled Shaft
VERTICAL ANALYSIS ��
Figure 1
Loads: ����/�
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�� Shear Condition: Cyclic
� p Number of Cycles: 2
Q
5 �� (with Load Factor)
Vertical Load, Q=400.0-kp
f - -q�
I
I Profile:
� Pile Length, L=55.5-ft � R�
Top Height, H=0-ft � � �� � = 31
j Slope Angle,As=0 � _��s�_ �
j Batter Angle, Ab=0
I
j� *Zero Friction"
�� Zero Friction Start: 0-ft End: 17.5-ft
1�"� '.
Drilled Pile (dia <=24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt � Depth Width Area Per. I E Weight
, -ft -Ib/f3 -kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -kp/i2 -kp/f
, 0 94.9 25.0 0.00 6 35 0 0.0 36 1017.9 113.1 82448.0 3000 1.060
3 32.5 25.0 0.00 5 35 0 55.5 36 1017.9 113.1 82448.0 3000 1.060
17.5 57.9 35.7 0.00 57.7 50 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
60 69.9 0.0 2.25 708.4 0.61 18
Vertical Capacity: , , ' �`
Weight above Ground=0.00 Total Weight=35.67-kp "Soil Weight is not included Lt�� 4=' '�: ''• � . �
Side Res�stance (Down)=241.775-kp Side Resistance(Up}= 1��.352-kp '_ �� t�? A-�S")
Tip Resistance(Down)=600.844-kp Tip Resistan�e (Up)=0.0{30-kp �� r`� i
Total Ultimate Capacity(Down) Qult=842.619-kp"7otal Ultimate Capacity(Up)=202.026-kp - /���?(3w)
Total Allowable Capacity(Down) Qallow=461.605-kp Total Allowable Capacity(Up) Qallow= 122.814-kp 9�`3 Ks f
OK! Qallow>Q V- '�
Settlement Calculation: • � � !4��
At Q=400.00-kp Settlement=0.37117-in
At Xallow= 1.00-in Q=582.85980-kp
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
, CivilTech RMA Control Tower Office Renovation
Software 3.0' Drilled Shaft
VERTICAL ANALYSIS � � �
Figure 1
�
Loads: �/j ;J�
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�� Shear Condition: Cyclic
� P Number of Cycles: 2
❑
�- (with Load Factor)
Vertical Load, Q=400.0-kp
r -�
i
I Profile:
� Pile Length, L=56.8-ft '`
Top Height, H=0-ft � 4 �� =�L��
j Slope Angle,As=0 � _ �� � '
j Batter Angle,Ab=0
I
j.�- *Zero Friction"
� � Zero Friction Start: 0-ft End: 17.5-ft
. �`�.'
Drilled Shaft(dia >24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kplf2 -Ib/i3 °/a -ft -in -in2 -in -in4 -kp/i2 -kpff
0 94.9 25.0 0.00 6 35 0 0.0 42 1385.4 131.9 152745.0 3000 1.443
3 32.5 25.0 0.00 5 35 0 56.8 42 1385.4 131.9 152745.0 3000 1.443
17.5 57.9 35.7 0.00 57.7 50 17
; 22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
, 60 69.9 0.0 2.25 708.4 0.61 18
Vertical Capacity: • �
Weight above Ground=0.00 Total Weight=49.66-kp *Soil Weight is not included f ( 1 r .�f�i :jv l.. ��rt�4
Side Resistance(Down)=298.823-kp Side Resistance(Up)=2t3�.$98-kp _ , � ���- �
Tip Resistar�ce{�own)=817.771-kp Tip Resistance(l�p)=O.00C?-Ecp 3 ;_• ���. �1� �
Total Ultimate Capacity(Down) Qult= 1115.594-kp 7atal Ultimate Capaei#y{Up}=253.562-icp
Total Allowable Capacity(Down) Qallow=608.101-kp Total AllowaE�le Gapacity(Up}Qallow= �57.132-kp : •' �1 `. � -�-
OK! Qallow>Q � f A,.t,�
_ � /�
Settlement Calculation:
At Q=400.00-kp Settlement=0.11011-in
At Xallow= 1.00-in Q=973.99591-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
CivilTech RMA Control Tower Office Renovation
.�� Software 3.5' Drilled Shaft
538 Foundation Engineering Handbook
�- �
When a compressivc load is appl'sed to t�e butt of the shaft, Reissner solutions for a load on a weightless medium,resulting �/�/��
downward displacement oecurs, whicln begins t+� mol�ilize the in
soil shearin� resistance. 'This proaess trassFers the load ta the N =tan2(45°+ �/2)exp(n tan�) (14.6)
suppvrting sail and results in prragressi�ely smaller laad sn the 9
shaft wich depth,as shown by the dasncd curve in Figure 14.2e. N�_(N9- 1)cot� (note: as �i-�0,N�->5.14) (14.7)
For chis curve, t�se lvad transferred to the ti� is guite small, in which ¢=soil friction angle.The NY term is given as
G,�rsesponding to point 1� in Fi�ure 14.1. As the hutt laaei is
in�reased further ta paint 8'sn Fi�ure 14.1,all of the available � IVY x 2(1Vq+ 1)tan� , (14.8)
soil sh�arin� resistan�e is rno6iliaed alvng the shaf`t side and v,,hich is Vesi�'s[1975]approximativn of the�umeriGa4 solutioe
any further load transfer then must devefop at �t�e shaft ti�a, by Caquot and Kerisel(1953 J.These bea.ring capacity fa�ta.rs
W�en the buti lvad is increased Fursher ta iis maxirnutn value, ;��Shown in Figure 14.3.
the full tip resistance is mahi4':zed (puint C in Figrsre 14.1}, ���,a{�dn 14.5 was dev�log�ed fvr ihe ideaLir.ed condizios�s of
and the Ioad cransFer pactern is gi�en by th� sol'sd c�srve in g�neral soil shear failure for an it�finitely�on$strip foundaEios�
� Figure 14.2c. Duris�g the laac�ing process from B ta C, the �t s�allow d�pth. Ta extend chis equatior� to actual field
side resistan6e may incxease, de�rease, or rernai� eonstant, ��nditivns, modifiers have be�n devekoped by a number oF
depending an the stress-strain�haraccerisrics aF the soil--shaft authars. Thpse presen�ed below are hased pnmari3y upon
interface.Fcsr svils that exhibit signaficant strain-sc�ftenit�g,this the evnsistent interpreta�ivns af ih� ayailable daia by Vesic
factor must be evaluated carefully. [�g75) anci Hansen (1374}, with minor modificativns by
F�gures 14.1 anc[ 14.2 together 'sllustrate seweral very Kulhawy et al.(1983). �
iurpvrianc hekta�ivral sssues far drzlled shafts in eompressian. In'sis general Farrn,the bearing capacity equatian-is given by
First, the o�erall load-displacesnent respoase is nonlinear.
�c.cpnci.the FuU side resistar�ce�e�elops at ralative�y srnall �utt q„ll=c N���S��a��.+0.5 BY Ny�v,�,,e�,,.+c�N9�qs�9aC9,
displaeemencs.'Fhird,ttse#"ull tip resistance deve[ops at large butt (14.9)
displxcerrients. And faurtt�,the ioad transfer hetween the side
and iip wil1 be primarily a funetton af:t 1�ti�e avaiiahle shearing The � madi�iers extemd ehe cheory tn f�e1d cos�ditions and are
resistance adong the side and below t�e t'sp,(2J ttte geometry of dv�sbly subseripted ta indicate whiah term ihcy apply to
the shafit, [3} tlae load level, and (�4} ttse relatir+e s€aft'nesses vt (�1�, Ny, N4} and which phenomena ttzey descri�e 4s for
Ehe shaft aad soil.All of ihese Factors musi he�v�nsidered when fa�undativn shape,d for fo�andation depth,and r for svil rigidiry}.
proportioning a drilled shaft for both capacity requirements F'or foundativus af ciscular cross s�ctian,the modi£�ers are giVen
and displacement limits. in Table 14,4. The sha.pe rraadiFiers depend on[y on the soil
frictian angfe,¢r.1'he dept'h modi6ers�ary witta�and che shaft
de�th-to-diameter ratio, 17]B. Wit� these dept� modifieaa no
14.3 AXIAL COMPRESSION CAPACITY arbitrary de8nitians fvr "shallvw" or "deep"_are needed,
beGause A�B�s acc�unted fnrex�Iicitly as a cvntinuous functian.
Fram t�e equilibriurs� diagram g'saen in Figure 14.2a, the F':gure F4.4 illustrates a typical variativr�vf�qd snd shvws that
cvrnpression capacity(Q�)of a dnlled shaft is given by depth�ariations be��me minor aiter only a mociest fvrsnclatian
W (14.1) embedment.
Q�=Qx+ Q«- While tt�e shape an� depth mo�.ifers are familiar to all
in whic� Q,�=side resistance in cvmpressior�, ��G�tip resis- designers,the r'sgid'sty rnfldifiers,which anclnde¢�aad the rigidity
tance in cvmpres5ion, aad w=weight of shafi. As noted ia index, I,,, may nat 6c so familiar. The rig'sdity index tsail
Sect'svn 14.2, bot� Q� and Q,� are displacezr�ent-dependent
and develap th�ir limiting vafues at signi£�cantly di�f�rent �000
displacertsents. ¢
The side resista�ce represents the interface shearing resistance 500 N4-f anZ�45+¢A21 e'�tO°
(i)awailable along the shaft surface and is gi�en by N�=(Nq-I) cot i j
Ny-2�Ny+l)fa�¢ V
Qx i(z)dz (14.2) � A
—�surfaca N -
in which z is the depth shown in Figure 14.2a. For a shaft o 100 I `� /
with circular cross section,Equation 14.2 becomes � � 'f
I '�. �
D 50 � �' —
14.3 t �-
Q�=n B i(z)dz ( ) � - —� _ .�..• .r�
o "c� :�!; I-
The value of i will vary as a function of soil type and loading �o -- r I .r� � !
conditions, as discussed later. '� I
The tip resistance is evaluated as a bearing capacity problem � �p �Nc ��- -
�' --.� .._ �
and is given by � � � �
v �•' �
14.4 m 5 Nq �"�
Qt�=R��tAup=4�i��BZ/4 � ) /���'�
in which q„„=ultimate bearing capacity and At;P=shaft tip � •
area. The general salution far q„�� (e.g., Vesic, 1975) is the � �NY i
Terzaghi-Buisman equation given below: / �;'� �
i � .
q„„=cN�+0.5ByNY+qNq (14.5) � �
0 .10 20 30 40 50
in which c=soil cohesion, y=soil unit weight, q =vertical Friction Angle, � �degrees)
stress at shaft tip(yD),and N�,Nv,IVq=dsmensionless beartng
capacity factors. This equation includes the Prandtl and Fig. 14.3 Bearing capacity factors.
�dwfY� ,� krii�7avW ix.�.�� -f"t�� �]v-����/t3�af� �'b'"n�w��Ms� � ��'I
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Q,�s� _ �-� �-5 ��f : ,�� _ �,��►b� ,
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, , ��.
��) �'�`� -� ��;rM:E �r,,.�l.;�/;n., �w 3 � o'¢ s��;�F � L - �r�t'�
�,�.,� ����;�.� r�����..�� )
� ': ��� '�; C-�� /-I LL�'�l�� �
q I
�?�S� � ;-r s,r�-� � ��9�+��.�'� � _ .�7/�� � p ` }�;� K✓
.
,
1�'��'c.� �v��Q ��i �r t^', C �
/
I'�V = J>� -�-G��,'�
= 4�0 -t�7,? �4�-j, K < Q�� - 4 ��� �I<
� ���,
��) C�•41< -�►� 3,r' � S�,.�f ( C =Y6'�, �
�r_ � � k t�'`�'�4� ���� )
� �
�.s�: = C�S�G.�,g ) (�a,9gr� ) = 316 97�� = �' l,� �
�� � = 4�0� + 3/.7 '' `��yK � �a� �° �K �,I<
LATERAL ANALYSIS �� �
Figure 2
- �/��i�
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
��I� Shear Condition: Cyclic
� p Number of Cycles: 2
�
�- (with Load Factor)
Vertical Load, Q=400.0-kp
r �� Shear Load, P=50.0-kp
I Moment, M=70.0-kp-f
I
L
Profile:
j Pile Length, L=54.3-ft
j Top Height, H=0-ft
j Slope Angle,As=0
�� Batter Angle, Ab=0
I�
� "Zero Friction"
� Zero Friction Start: 0-ft End: 17.5-ft
Drilled Shaft(dia >24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt ' Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -kp/i2 -kp/f
0 94.9 25.0 0.00 6 35 0 0.0 30 706.9 94.2 39760.8 3000 0.736
3 32.5 25.0 0.00 5 35 0 54.3 30 706.9 94.2 39760.8 3000 0.736
17.5 57.9 35.7 0.00 57.7 50 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
60 69.9 0.0 2.25 708.4 0.61 18
Single Pile Lateral Analysis:
Top[]efle�t�on, yt= 1.97000-in �
Max. Moment, M=522.50-kp-f
Top Deflection Slope, St=-0.01220
N/G! Top Deflection, 1.9700-in, Exceeds the Allowable Deflection= 1.00-in
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not,the pile may fail under the load conditions.
CivilTech RMA Control Tower Office Renovation
Software 2.5' Drilled Shaft
LATERAL ANALYSIS F;gure 2 A,
{1 �f L�
Loads:
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
� Loads Supported by Pile Cap=0%
Shear Condition: Cyclic
� p Number of Cycles: 2
Q
� „- (with Load Factor)
� Vertical Load, Q=400.0-kp
r �� � Shear Load, P=50.0-kp
I Moment, M=70.0-kp-f
I
L
Profile:
[ Pile Length, L=55.5-ft
j Top Height, H=0-ft
j Slope Angle,As=0
j� Batter Angle,Ab=0
I�
� "Zero Friction*
� Zero Friction Start: 0-ft End: 17.5-ft
Drilled Shaft(dia >24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -kp/i2 -kp/f
0 94.9 25.0 0.00 6 35 0 0.0 36 1017.9 113.1 82448.0 3000 1.060
3 32.5 25.0 0.00 5 35 0 55.5 36 1017.9 113.1 82448.0 3000 1.060
17,5 57.9 35.7 0.00 57.7 50 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
60 69.9 0.0 2.25 708.4 0.61 18
Single Pile Lateral Analysis:
Top Deflection, yt= 128000-in `��
Max. Moment, M=591.67-kp-f
Top Deflection Slope, St=-0.00709
N/G! Top Deflection, 1.2800-in, Exceeds the Allowable Deflection= 1.00-in
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not,the pile may fail under the load conditions.
CivilTech RMA Control Tower Office Renovation
� Software 3.0' Drilled Shaft
LATERAL ANALYSIS � �
Figure 2
Loads: --- ----�t'�'��
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
� � Shear Condition: Cyclic
P Number of Cycles: 2
Q
�- (with Load Factor)
Vertical Load, Q=400.0-kp
� i� Shear Load, P=50.0-kp
I Moment, M= 70.0-kp-f
I
L
Profile:
j Pile Length, L=56.8-ft
j Top Height, H=0-ft
j Slope Angle,As=0
j� Batter Angle,Ab=0
I �
� "Zero Friction"`
� Zero Friction Start: 0-ft End: 17.5-ft
Drilled Shaft(dia >24 in. or 61 cm)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -It�lf3 _ -�/f2 -Ib/i3 % -ft �in -in2 -in -in4 -kp/i2 -kp/f
0 94.9 25.0 0.00 6 35 0 0.0 42 1385.4 131.9 152745.0 3000 1.443
3 32.5 25.0 0.00 5 35 0 56.8 42 1385.4 131.9 152745.0 3000 1.443
17.5 57.9 35.7 0.00 57.7 50 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 30 4
27.5 55.6 34.4 0.00 44.4 50 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 50 12
48 59.0 36.4 0.00 67.2 60 20
60 69.9 0.0 225 708.4 0.61 18
Single Pile Lateral Analysis:
Top Deflection, yt=0.89200-in �:"
Max. Moment, M=678.33-kp-f
Top Deflection Slope, St=-0.00456
OK! Top Deflection, 0.8920-in is less than the Allowable Deflection= 1.00-in
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
The Max. Moment calculated by program is an internal force from the applied load conditions. Structural engineer has to check whether
the pile has enough capacity to resist the moment with adequate factor of safety. If not,the pile may fail under the load conditions.
CivilTech RMA Control Tower Office Renovation
Software 3.5' Drilled Shaft
� CIVILTECH
�
APPENDIX E
Address:400—112`h Ave. NE,Suite 120,Bellevue,WA 98004 T: (425)453-6488 F: (425)453-5848
� C��i�,T�cx l
'� '�� PROjECT NO �����` SI-�EET Np � '� r
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SLIB]ECT_�'"ti�1t��t��� ���C '�I �� � � C �"�'��� f�� �'s � CHECKED BY DATE
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PROJECT�, ���� f,�.U',' � .___ COMPUTED BY
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r
VERTICAL ANALYSIS ��
Figure 1
Loads: ������
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�a >a Shear Condition: Static
Q �a �
rr-
�. (with Load Factor)
Vertical Load, Q=50.0-kp
�
�-s Profile:
e�
Pile Length, L=41.8-ft
Top Height, H=0-ft
Slope Angle, As=0 -
�` Batter Angle,Ab=0
� - "Zero Friction"
- :�� � Zero Friction Start: 0-ft End: 17.5-ft
�
Micropile (MiniPile)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % __ -ft -in -in2 -in -in4 -kp/i2 -kp!€
0 94.9 25.0 0.00 0.0 0.00 0 0.0 7.00 38.5 22.0 117.9 500 0.013
3 32.5 25.0 0.00 -0.2 0.00 0 41.8 7.00 38.5 22.0 117.9 500 0.013
17.5 57.9 35.7 0.00 57.7 4928 17 �i
22.5 52.7 0.0 1.38 359.6 0.82 11 �t��;��i
25.0 42.4 28.7 0.00 9.1 14.95 4
27.5 55.6 34.4 0.00 44.4 42.16 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 38.42 12
48 59.0 36.4 0.00 67.2 53.92 20
60 69.9 0.0 225 708.4 0.61 18
Vertical Capacity: =��r''�: ��`�R.�"�c"�:��
Weight above Ground=0.00 Total Weight=-fl.10-kp 'Soil Weight is not included � �'� f '��'� Pf�
5ide Resistance (Down)=20.244-kp Side Resistance(Up)=20244-kp �b� �=� ..,.;,I t3V �L3 0»
Tip Resistance(Down)=5.960-kp Tip Resistance (Up)=0.000-kp � ���)���
Total Ultimate Capaeity(Down) Qult=26.2Q4-kp Total Ultimate Gapacity(Up�=20.140-kp cy� 2�L�k(�z�-
Total Allowable Capacity(Down) Qallow= 18.476-kp Total Allowvable Capacity[Up) Qallow= 10.007-kp _ z�Z� ���
N/G! Qallow<Q �
Settlement Calculation:
6���-1G. ! I� J�=z.� ,� �'=3��
At Q=50.00-kp Settlement=99999.00000-in ��` `,ca ' < ' . �.
At Xallow= 1.00-in Q=99999.00000-kp - �;�1 �;7�� ;
f E � L�����,.
Note: If the program cannot find a result or the result exceeds the upper Iimit.The result will be displayed as 9999�. ��'
��`�
CivilTech RMA Control Tower Office Renovation
. , Software Micropile 7.00"
VERTICAL ANALYSIS ��,� h
Figure 1
Loads: g���I 6
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�4 >o Shear Condition: Static
� <a �
� (with Load Factor)
Vertical Load, Q=50.0-kp
�
y� Profi le:
Pile Length, L=42.2-ft
Top Height, H=0-ft °° °�''
;,, d
Slope Angle,As=0 °" `' ��s
�' _ Batter Angle,Ab=0 x P ��,��
� - "Zero Friction*
Zero Friction Start: 0-ft End: 17.5-ft
.�
Micropile (MiniPile)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % ' -ft -in -in2 -in -in4 -kp/i2 -kp/f
0 94.9 25.0 0.00 0.0 0.00 0 0.0 8.625 58.4 27.1 271.6 500 0.020
3 32.5 25.0 0.00 -02 0.00 0 42.2 8.625 58.4 27.1 271.6 500 0.020
17.5 57.9 35.7 0.00 57.7 49.28 17
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 14.95 4 '
27.5 55.6 34.4 0.00 44.4 42.16 13
32 51.3 0.0 0.45 49.8 1.62 4
� 40 54.1 33.7 0.00 38.2 38.42 12
48 59.0 36.4 0.00 67.2 53.92 20
60 69.9 0.0 2.25 708.4 0.61 18
Vert�a�ight above Ground=0.00 Tatai We�ght=-0.15-kp *Soil Weight is not included r} '"-� ''-�`f ��s�
5ide Resistance(Down)=26.563-kp Side Resistance (Up)=26.563-kp ��� • '� ''
Tip Resistance (Down)= 10.446-kp Tip Resistance(Up)=0.000-kp
Total Ultimate Capacity(Down) Qult= 37.010-kp Total Ultimate Capacity(Up)=26.417-kp
Total Allowable Capacity(Down) Qallow=22.932-kp Total Allowable Capacity(Up) Qallow= 13.119-kp
N/G! Qallow<Q •
'.
�:,-�.
Settlement Calculation: `��
At Q= 50.00-kp Settlement=99999.00000-in
At Xallow= 1.00-in Q=99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
CivilTech RMA Control Tower Office Renovation
�_ Software Micropile 8.625"
VERTICAL ANALYSIS ` � �
Figure 1
�oads: 8� �/��'
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�a >o Shear Condition: Static
Q {a �
-�r�sca���
� (with Load Factor)
Vertical Load, Q=50.0-kp
�
�4 Profile:
Pile Length, L=42.7-ft
Top Height, H=0-ft = ��'����
Slope Angle,As=0 0
t G
�` Batter Angle, Ab=0 ��'�
� *Zero Friction*
Zero Friction Start: 0-ft End: 17.5-ft
� �
Micropile (MiniPile)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
�ft -Ib/f3 _ _-kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -k� -kp/f
' 0 94.9 25.0 0.00 0.0 0.00 0 0.0 10.75 90.8 33.8 655.5 500 0.032
3 32.5 25.0 0.00 -0.2 0.00 0 42.7 10.75 90.8 33.8 655.5 500 0.032
17.5 57.9 35.7 0.00 57.7 49.28 17 f�
22.5 52.7 0.0 1.38 359.6 0.82 11 a,�3�} ��4
25.0 42.4 28.7 0.00 9.1 14.95 4
27.5 55.6 34.4 0.00 44.4 42.16 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 38.42 12
48 59.0 36.4 0.00 672 53.92 20
_60 _ 69.9 0.0 225 708.4 0.61 18
Vertical Capacity:
Weight above Ground=0.00 Total Weight=-0.19-kp '`Soil Weight is not included �{ 19�R � .��3 Ps�
Side Resistance (Down)=36.600-kp Side Resistance(Up)=36.600-kp �t• a,6 3n� ' �
Tip Resistance(Down)= 19.393-kp Tip Resistance(Up)=0.000-kp °``?�
Total Ultimate Capacity (Down) Qult= 55.993-kp Total Ultimate Capacity(Up)= 36.408-kp
Total Allowable Capacity(Down) Qallow=34.096-kp Total Allowable Capacity(Up)Qallow= 18.086-kp
N/G! Qallow<Q "`
Settlement Calculation: � � �{�_ '`
�
At Q=50.00-kp Settlement=99999.00000-in
At Xallow= 1.00-in Q=99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit. The result will be displayed as 99999.
CivilTech RMA Control Tower Office Renovation
Software Micropile 10.75"
VERTICAL ANALYSIS ���
����r� �
Loads: ������
Load Factor for Vertical Loads= 1.0
Load Factor for Lateral Loads= 1.0
Loads Supported by Pile Cap=0%
�� >o Shear Condition: Static
❑ �o �
(with Load Factor)
Vertical Load, Q=50.0-kp
�
v� Profile:
Pile Length, L=432-ft
Top Height, H=0-ft �
Slope Angle,As=0 � t,.j ��2-
�` Batter Angle,Ab=0
� *Zero Friction'`
Zero Friction Start: 0-ft End: 17.5-ft
� �
Micropile (MiniPile)
Soil Data: Pile Data:
Depth Gamma Phi C K e50 or Dr Nspt Depth Width Area Per. I E Weight
-ft -Ib/f3 -kp/f2 -Ib/i3 % -ft -in -in2 -in -in4 -kp/i2 -kp/f
0 94.9 25.0 0.00 0.0 0.00 0 0.0 12.75 127.7 40.1 12972 500 0.044
3 32.5 25.0 0.00 -02 0.00 0 43.2 12.75 127,7 40.1 1297.2 500 0.044
17.5 57.9 35.7 0.00 57.7 49.28 17 S S
22.5 52.7 0.0 1.38 359.6 0.82 11
25.0 42.4 28.7 0.00 9.1 14.95 4
27.5 55.6 34.4 0.00 44.4 42.16 13
32 51.3 0.0 0.45 49.8 1.62 4
40 54.1 33.7 0.00 38.2 38.42 12
48 59.0 36.4 0.00 67.2 53.92 20
60 69.9 0.0 2.25 708.4 0.61 18
Vertical Capacity:
Weight abave Ground=0.416'�ot�l V'Veight=-4,32-kp `Saii Weight is not included � . , �;9Y
Side Resis#ance{Down}-4�.993-kp Side Resistan�e(Up}=47.�93-kp �bb '--� - 3� , �'7
.�'•
Tip Resistance{Dawn}=33.818-kp Tip Reskstance{Up}=a.�0�-kp ] ' �,o�
Total Ultimate Capacity(Down) Qult=81.811-kp Total Ultimate Capacity(Up)=47.671-kp
Total Allowable Capacity(Down) Qallow=48.904-kp Total Allowable Capacity(Up) Qallow=23.639-kp
N/G! Qallow< Q ti
Settlement Calculation:
At Q=50.00-kp Settlement=0.24872-in
At Xallow= 1.00-in Q=99999.00000-kp
Note: If the program cannot find a result or the result exceeds the upper limit.The result will be displayed as 99999.
� CivilTech RMA Control Tower Office Renovation
Software Micropile 12.75"