STRUCTURAL ANALYSIS

TM-370HD CRANK-UP TOWER

PREPARED FOR:
ALEXANDER KOPP

PREPARED BY:
MAURICIO CALDERON, EIT

DATE:
February 25, 2020

Tashjian Towers Corporation

2765 S Temperance Ave, Fowler, California 93625
Ph. (559) 834-4300, Fax. (559) 834-4377
 PROJECT: TM-370HD CRANK UP TOWER

APPLICABLE CODE/STANDARD:
1. ANSI/TIA-222-H
2. ASCE 7-16
3. 2018 IBC
4. ACI 318-14
WIND DESIGN DATA:
1. TIA-222-H & ASCE 7-16
• BASIC WIND SPEED: 120-MPH, 3- SECOND GUST
• BASIC WIND SPEED W/ 1.00” ICE THICKNESS: 50-MPH, 3-SECOND GUST
2. RISK CATEGORY: II
3. WIND EXPOSURE: B
4. WIND DIRECTION PROBABILITY FACTOR, Kd: 0.95
5. TOPOGRAPHIC CATEGORY: 1
• CREST HEIGHT: 0’
6. WIND BASE SHEAR: 3 kips
EARTHQUAKE DESIGN DATA:
1. RISK CATEGORY: II
2. IMPORTANCE FACTOR, I.e.: 1.00
3. SS:0.256g, S1:0.064g
4. SITE CLASS: D
5. SDS:0.272g, SD1:0.102g
6. RESPONSE MODIFICATION COEFFICIENT, R: 1.5
7. SEISMIC DESIGN CATEGORY: B
8. SEISMIC BASE SHEAR: 0.18 kips
9. ANALYSIS PROCEDURE: MODAL
FOUNDATION DESIGN REACTIONS:
1. DOWN = 4 kips
2. SHEAR = 3 kips
3. MOMENT = 117 kip-ft

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 ASCE 7 Hazards Report
Address: Standard: ASCE/SEI 7-16 Elevation: 160.89 ft (NAVD 88)
106 Hartman Rd Risk Category: II Latitude: 42.306437
Newton Center, Massachusetts
02459
Soil Class: D - Default (see Longitude: -71.18692
Section 11.4.3)

Wind
Results:
Wind Speed: 120 Vmph
10-year MRI 75 Vmph
25-year MRI 84 Vmph
50-year MRI 92 Vmph
100-year MRI 99 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4
Date Accessed: Mon Feb 24 2020

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).

Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be
protected against wind-borne debris.

Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.

https://asce7hazardtool.online/ Mon Feb 24 2020

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Seismic

Site Soil Class: D - Default (see Section 11.4.3)

Results:

SS : 0.256 S D1 : 0.102
S1 : 0.064 TL : 6
Fa : 1.595 PGA : 0.15
Fv : 2.4 PGA M : 0.225
S MS : 0.408 F PGA : 1.5
S M1 : 0.153 Ie : 1
S DS : 0.272 Cv : 0.811
Seismic Design Category B

MCER Response Spectrum Design Response Spectrum

Sa (g) vs T(s) Sa (g) vs T(s)

MCER Vertical Response Spectrum Design Vertical Response Spectrum

Sa (g) vs T(s) Sa (g) vs T(s)

Data Accessed: Mon Feb 24 2020

Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site-specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

https://asce7hazardtool.online/ Mon Feb 24 2020

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Ice
Results:
Ice Thickness: 1.00 in.
Concurrent Temperature: 15 F
Gust Speed: 50 mph
Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Date Accessed: Mon Feb 24 2020
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.

https://asce7hazardtool.online/ Mon Feb 24 2020

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 Job Page
tnxTower CRANK-UP TOWER 1 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Tower Input Data

The tower is a monopole.

This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 194'.
Basic wind speed of 120 mph.
Risk Category II.
Exposure Category B.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0'.
Nominal ice thickness of 1.000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 50 mph is used in combination with ice.
Deflections calculated using a wind speed of 60 mph.
ANTENNA (EPA = 14 ft^2 MAX AND WT. = 200 lbs MAX.) AT APPROXIMATELY 70-ft ABOVE THE BASE.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Pole Section Geometry

Section Elevation Section Pole Pole Socket Length
Length Size Grade ft
ft ft
L1 70'1-1/2''-68'1-1/2'' 2' P2x.154 ASTM A513
Type 5 DOM
(70 ksi)
L2 68'1-1/2''-46'7'' 21'6-1/2'' P6x.28 A500-42 3'6''
(42 ksi)
L3 43'1''-21'7'' 21'6'' P8x.322 A500-42 3'6''
(42 ksi)
L4 21'7''-3'6'' 25'1'' P10x.365 A500-42
(42 ksi)

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 Job Page
tnxTower CRANK-UP TOWER 2 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Feed Line/Linear Appurtenances - Entered As Area

Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque ft ft2/ft klf
Calculation
5/16 C No No CaAa (Out 25'1'' - 4'6'' 2 No Ice 0.031 0.000
Of Face) 1/2'' Ice 0.131 0.001
1'' Ice 0.231 0.001
5/16 C No No CaAa (Out 46'7'' - 25'1'' 1 No Ice 0.031 0.000
Of Face) 1/2'' Ice 0.131 0.001
1'' Ice 0.231 0.001
5/16 C No No CaAa (Out 68'1-1/2'' - 25'1'' 1 No Ice 0.031 0.000
Of Face) 1/2'' Ice 0.131 0.001
1'' Ice 0.231 0.001
7/8 C No No CaAa (Out 70' - 0' 1 No Ice 0.111 0.001
Of Face) 1/2'' Ice 0.211 0.002
1'' Ice 0.311 0.003
Climbing Ladder A No No CaAa (Out 25' - 0' 1 No Ice 0.290 0.008
Of Face) 1/2'' Ice 0.550 0.011
1'' Ice 0.810 0.013

Feed Line/Linear Appurtenances Section Areas

Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
ft ft2 ft2 ft2 ft2 K
L1 70'1-1/2''-68'1-1/2'' A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.208 0.001
L2 68'1-1/2''-46'7'' A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 3.065 0.017
L3 46'7''-25'1'' A 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 3.732 0.023
L4 25'1''-0' A 0.000 0.000 0.000 7.250 0.198
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 4.073 0.024

Feed Line/Linear Appurtenances Section Areas - With Ice

Tower Tower Face Ice AR AF CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
ft Leg in ft2 ft2 ft2 ft2 K
L1 70'1-1/2''-68'1-1/2'' A 1.077 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.612 0.007
L2 68'1-1/2''-46'7'' A 1.057 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 12.172 0.102
L3 46'7''-25'1'' A 1.008 0.000 0.000 0.000 0.000 0.000
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 16.739 0.122

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 Job Page
tnxTower CRANK-UP TOWER 3 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Tower Tower Face Ice AR AF CAAA CAAA Weight

Section Elevation or Thickness In Face Out Face
ft Leg in ft2 ft2 ft2 ft2 K
L4 25'1''-0' A 0.908 0.000 0.000 0.000 19.051 0.320
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 16.101 0.119

Feed Line Center of Pressure

Section Elevation CPX CPZ CPX CPZ
Ice Ice
ft in in in in
L1 70'1-1/2''-68'1-1/2'' -0.313 0.181 -0.415 0.239
L2 68'1-1/2''-46'7'' -0.507 0.293 -1.126 0.650
L3 46'7''-25'1'' -0.626 0.361 -1.578 0.911
L4 25'1''-0' -0.495 -0.732 -1.124 -0.887

Note: For pole sections, center of pressure calculations do not consider feed line shielding.

Discrete Tower Loads

Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ° ft ft2 ft2 K
ft
ft
ANTENNA (EPA = 14 ft^2 A None 0.000 70'1'' No Ice 14.000 14.000 0.200
MAX AND WT. = 200 lbs 1/2'' Ice 15.190 15.190 0.219
MAX.) 1'' Ice 16.380 16.380 0.238
Winch Assembly B From Leg 1.000 0.000 4'6'' No Ice 2.700 2.700 0.050
0' 1/2'' Ice 3.100 3.100 0.055
0' 1'' Ice 3.500 3.500 0.060
PLATFORM B None 0.000 25' No Ice 12.000 12.000 0.500
1/2'' Ice 12.300 12.300 0.550
1'' Ice 12.600 12.600 0.600

Tower Forces - No Ice - Wind Normal To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 30.92 1 1 0.396 0.023 0.012 C
70'1-1/2''-68'1 B 1 1.2 5 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 29.31 1 1 11.893 0.559 0.026 C
68'1-1/2''-46'7' B 1 1.2 9 1 1 11.893

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 Job Page
tnxTower CRANK-UP TOWER 4 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Section Add Self F e CF qz DF DR AE F w Ctrl.

Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 25.63 1 1 15.453 0.628 0.029 C
B 1 1.2 2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 24.34 1 1 22.470 1.025 0.041 C
B 1 1.2 3 1 1 22.470
C 1 1.2 1 1 22.470
Sum Weight: 0.263 2.088 OTM 69.039 2.236
kip-ft

Tower Forces - No Ice - Wind 60 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 30.92 1 1 0.396 0.023 0.012 C
70'1-1/2''-68'1 B 1 1.2 5 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 29.31 1 1 11.893 0.559 0.026 C
68'1-1/2''-46'7' B 1 1.2 9 1 1 11.893
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 25.63 1 1 15.453 0.628 0.029 C
B 1 1.2 2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 24.34 1 1 22.470 1.025 0.041 C
B 1 1.2 3 1 1 22.470
C 1 1.2 1 1 22.470
Sum Weight: 0.263 2.088 OTM 69.039 2.236
kip-ft

Tower Forces - No Ice - Wind 90 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 30.92 1 1 0.396 0.023 0.012 C
70'1-1/2''-68'1 B 1 1.2 5 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 29.31 1 1 11.893 0.559 0.026 C
68'1-1/2''-46'7' B 1 1.2 9 1 1 11.893
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 25.63 1 1 15.453 0.628 0.029 C
B 1 1.2 2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 24.34 1 1 22.470 1.025 0.041 C
B 1 1.2 3 1 1 22.470
C 1 1.2 1 1 22.470

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 Job Page
tnxTower CRANK-UP TOWER 5 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Section Add Self F e CF qz DF DR AE F w Ctrl.

Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
Sum Weight: 0.263 2.088 OTM 69.039 2.236
kip-ft

Tower Forces - With Ice - Wind Normal To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.007 0.017 A 1 1.2 5.369 1 1 0.755 0.009 0.004 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.755
-1/2'' C 1 1.2 1 1 0.755
L2 0.102 0.631 A 1 1.2 5.090 1 1 15.687 0.174 0.008 C
68'1-1/2''-46'7' B 1 1.2 1 1 15.687
' C 1 1.2 1 1 15.687
L3 46'7''-25'1'' 0.122 0.882 A 1 1.2 4.450 1 1 19.066 0.194 0.009 C
B 1 1.2 1 1 19.066
C 1 1.2 1 1 19.066
L4 25'1''-0' 0.439 1.361 A 1 1.2 4.226 1 1 26.266 0.310 0.012 C
B 1 1.2 1 1 26.266
C 1 1.2 1 1 26.266
Sum Weight: 0.670 2.890 OTM 21.410 0.686
kip-ft

Tower Forces - With Ice - Wind 60 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.007 0.017 A 1 1.2 5.369 1 1 0.755 0.009 0.004 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.755
-1/2'' C 1 1.2 1 1 0.755
L2 0.102 0.631 A 1 1.2 5.090 1 1 15.687 0.174 0.008 C
68'1-1/2''-46'7' B 1 1.2 1 1 15.687
' C 1 1.2 1 1 15.687
L3 46'7''-25'1'' 0.122 0.882 A 1 1.2 4.450 1 1 19.066 0.194 0.009 C
B 1 1.2 1 1 19.066
C 1 1.2 1 1 19.066
L4 25'1''-0' 0.439 1.361 A 1 1.2 4.226 1 1 26.266 0.310 0.012 C
B 1 1.2 1 1 26.266
C 1 1.2 1 1 26.266
Sum Weight: 0.670 2.890 OTM 21.410 0.686
kip-ft

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 Job Page
tnxTower CRANK-UP TOWER 6 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Tower Forces - With Ice - Wind 90 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.007 0.017 A 1 1.2 5.369 1 1 0.755 0.009 0.004 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.755
-1/2'' C 1 1.2 1 1 0.755
L2 0.102 0.631 A 1 1.2 5.090 1 1 15.687 0.174 0.008 C
68'1-1/2''-46'7' B 1 1.2 1 1 15.687
' C 1 1.2 1 1 15.687
L3 46'7''-25'1'' 0.122 0.882 A 1 1.2 4.450 1 1 19.066 0.194 0.009 C
B 1 1.2 1 1 19.066
C 1 1.2 1 1 19.066
L4 25'1''-0' 0.439 1.361 A 1 1.2 4.226 1 1 26.266 0.310 0.012 C
B 1 1.2 1 1 26.266
C 1 1.2 1 1 26.266
Sum Weight: 0.670 2.890 OTM 21.410 0.686
kip-ft

Tower Forces - Service - Wind Normal To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 6.918 1 1 0.396 0.005 0.003 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 6.558 1 1 11.893 0.125 0.006 C
68'1-1/2''-46'7' B 1 1.2 1 1 11.893
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 5.734 1 1 15.453 0.140 0.007 C
B 1 1.2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 5.445 1 1 22.470 0.229 0.009 C
B 1 1.2 1 1 22.470
C 1 1.2 1 1 22.470
Sum Weight: 0.263 2.088 OTM 15.443 0.500
kip-ft

Tower Forces - Service - Wind 60 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 6.918 1 1 0.396 0.005 0.003 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 6.558 1 1 11.893 0.125 0.006 C

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 Job Page
tnxTower CRANK-UP TOWER 7 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Section Add Self F e CF qz DF DR AE F w Ctrl.

Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
68'1-1/2''-46'7' B 1 1.2 1 1 11.893
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 5.734 1 1 15.453 0.140 0.007 C
B 1 1.2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 5.445 1 1 22.470 0.229 0.009 C
B 1 1.2 1 1 22.470
C 1 1.2 1 1 22.470
Sum Weight: 0.263 2.088 OTM 15.443 0.500
kip-ft

Tower Forces - Service - Wind 90 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c psf
ft K K e ft2 K klf
L1 0.001 0.007 A 1 1.2 6.918 1 1 0.396 0.005 0.003 C
70'1-1/2''-68'1 B 1 1.2 1 1 0.396
-1/2'' C 1 1.2 1 1 0.396
L2 0.017 0.417 A 1 1.2 6.558 1 1 11.893 0.125 0.006 C
68'1-1/2''-46'7' B 1 1.2 1 1 11.893
' C 1 1.2 1 1 11.893
L3 46'7''-25'1'' 0.023 0.627 A 1 1.2 5.734 1 1 15.453 0.140 0.007 C
B 1 1.2 1 1 15.453
C 1 1.2 1 1 15.453
L4 25'1''-0' 0.222 1.037 A 1 1.2 5.445 1 1 22.470 0.229 0.009 C
B 1 1.2 1 1 22.470
C 1 1.2 1 1 22.470
Sum Weight: 0.263 2.088 OTM 15.443 0.500
kip-ft

Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice

11 of 53
 Job Page
tnxTower CRANK-UP TOWER 8 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Comb. Description
No.
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 1.2 Dead+1.0 Ice
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice
39 Dead+Wind 0 deg - Service
40 Dead+Wind 30 deg - Service
41 Dead+Wind 60 deg - Service
42 Dead+Wind 90 deg - Service
43 Dead+Wind 120 deg - Service
44 Dead+Wind 150 deg - Service
45 Dead+Wind 180 deg - Service
46 Dead+Wind 210 deg - Service
47 Dead+Wind 240 deg - Service
48 Dead+Wind 270 deg - Service
49 Dead+Wind 300 deg - Service
50 Dead+Wind 330 deg - Service

Maximum Tower Deflections - Service Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
L1 70.125 - 68.125 16.320 50 1.973 0.003
L2 68.125 - 46.5833 15.507 50 1.878 0.003
L3 46.5833 - 25.0833 7.691 39 1.441 0.002
L4 25.0833 - 0 2.407 39 0.807 0.001

12 of 53
 Job Page
tnxTower CRANK-UP TOWER 9 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Critical Deflections and Radius of Curvature - Service Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ° ft
70'1'' ANTENNA (EPA = 14 ft^2 MAX 50 16.303 1.971 0.003 3559
AND WT. = 200 lbs MAX.)
25' PLATFORM 39 2.393 0.804 0.001 1495
4'6'' Winch Assembly 40 0.278 0.141 0.000 7132

Maximum Tower Deflections - Design Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb. ° °
L1 70.125 - 68.125 73.258 2 8.869 0.013
L2 68.125 - 46.5833 69.615 2 8.444 0.012
L3 46.5833 - 25.0833 34.563 2 6.486 0.008
L4 25.0833 - 0 10.817 2 3.631 0.003

Critical Deflections and Radius of Curvature - Design Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ° ° ft
70'1'' ANTENNA (EPA = 14 ft^2 MAX 2 73.182 8.860 0.013 828
AND WT. = 200 lbs MAX.)
25' PLATFORM 2 10.755 3.619 0.003 335
4'6'' Winch Assembly 4 1.250 0.632 0.001 1588

Compression Checks

Pole Design Data

Section Elevation Size L Lu Kl/r A Pu Pn Ratio
No. Pu
2
ft ft ft in K K Pn
L1 70.125 - P2x.154 2' 0' 0.0 1.075 -0.172 67.695 0.003
68.125 (1)
L2 68.125 - P6x.28 21'6-1/2' 0' 0.0 5.581 -0.645 210.975 0.003
46.5833 (2) '
L3 46.5833 - P8x.322 21'6'' 0' 0.0 8.399 -1.438 317.492 0.005
25.0833 (3)
L4 25.0833 - 0 (4) P10x.365 25'1'' 0' 0.0 11.908 -3.714 450.133 0.008

13 of 53
 Job Page
tnxTower CRANK-UP TOWER 10 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Pole Bending Design Data

Section Elevation Size Mux Mnx Ratio Muy Mny Ratio
No. Mux Muy
ft kip-ft kip-ft Mnx kip-ft kip-ft Mny
L1 70.125 - P2x.154 1.021 3.995 0.256 0.000 3.995 0.000
68.125 (1)
L2 68.125 - P6x.28 19.159 35.532 0.539 0.000 35.532 0.000
46.5833 (2)
L3 46.5833 - P8x.322 50.827 69.961 0.727 0.000 69.961 0.000
25.0833 (3)
L4 25.0833 - 0 (4) P10x.365 116.824 124.049 0.942 0.000 124.049 0.000

Pole Shear Design Data

Section Elevation Size Actual Vn Ratio Actual Tn Ratio
No. Vu Vu Tu Tu
ft K K Vn kip-ft kip-ft Tn
L1 70.125 - P2x.154 0.533 20.309 0.026 0.000 3.966 0.000
68.125 (1)
L2 68.125 - P6x.28 1.142 63.292 0.018 0.000 35.307 0.000
46.5833 (2)
L3 46.5833 - P8x.322 1.786 95.248 0.019 0.000 69.529 0.000
25.0833 (3)
L4 25.0833 - 0 (4) P10x.365 3.116 135.040 0.023 0.019 123.296 0.000

Pole Interaction Design Data

Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu Mux Muy Vu Tu Stress Stress
ft Pn Mnx Mny Vn Tn Ratio Ratio
L1 70.125 - 0.003 0.256 0.000 0.026 0.000 0.259 1.000 4.8.2
68.125 (1)
L2 68.125 - 0.003 0.539 0.000 0.018 0.000 0.543 1.000 4.8.2
46.5833 (2)
L3 46.5833 - 0.005 0.727 0.000 0.019 0.000 0.731 1.000 4.8.2
25.0833 (3)
L4 25.0833 - 0 (4) 0.008 0.942 0.000 0.023 0.000 0.951 1.000 4.8.2

14 of 53
 Job Page
tnxTower CRANK-UP TOWER 11 of 11
Project Date
TASHJIAN TOWERS CORP.
2765 S. TEMPERANCE AVE. TM-370HD 08:20:24 02/25/20
FOWLER, CA. 93625 Client Designed by
Phone: (559) 834-4300 ALEXANDER KOPP
FAX: (559) 834-4377 M.C.

Section Capacity Table

Section Elevation Component Size Critical P øPallow % Pass
No. ft Type Element K K Capacity Fail
L1 70.125 - 68.125 Pole P2x.154 1 -0.172 67.695 25.9 Pass
L2 68.125 - 46.5833 Pole P6x.28 2 -0.645 210.975 54.3 Pass
L3 46.5833 - Pole P8x.322 3 -1.438 317.492 73.1 Pass
25.0833
L4 25.0833 - 0 Pole P10x.365 4 -3.714 450.133 95.1 Pass
Summary
Pole (L4) 95.1 Pass
RATING = 95.1 Pass

15 of 53
 ASTM A513 Type 5
70.1 ft

P2x.154

0.0
2'
1
68.1 ft
Winch Assembly
ANTENNA
PLATFORM
lbs MAX.)
(EPA = 14 ft^2 MAX AND WT. = 200
DESIGNED
70.0833
25
4.5
APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
ANTENNA (EPA = 14 ft^2 MAX AND WT. = 200 70.0833 PLATFORM 25
lbs MAX.) Winch Assembly 4.5

MATERIAL STRENGTH
21'6-1/2"
P6x.28

3'6" GRADE Fy Fu GRADE Fy Fu

0.4
2

ASTM A513 Type 5 70 ksi 80 ksi A500-42 42 ksi 58 ksi

DOM

TOWER DESIGN NOTES

1. Tower designed for Exposure B to the TIA-222-H Standard.
2. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard.
3. Tower is also designed for a 50 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height.
4. Deflections are based upon a 60 mph wind.
A500-42

46.6 ft 5. Tower Risk Category II.

6. Topographic Category 1 with Crest Height of 0'
7. ANTENNA (EPA = 14 ft^2 MAX AND WT. = 200 lbs MAX.) AT APPROXIMATELY 70-ft ABOVE THE BASE
8. TOWER RATING: 95.1%
P8x.322

21'6"

3'6"

0.6
3

25.1 ft

ALL REACTIONS
ARE FACTORED

AXIAL
5K

SHEAR MOMENT
1K 32 kip-ft
P10x.365

25'1"

1.0
4

TORQUE 0 kip-ft
50 mph WIND - 1.000 in ICE

AXIAL
4K

SHEAR MOMENT
3K 117 kip-ft
0.0 ft
TORQUE 0 kip-ft
2.1
Socket Length (ft)

REACTIONS - 120 mph WIND

Weight (K)
Length (ft)
Section

Grade
Size

TASHJIAN TOWERS CORP. Job: CRANK-UP TOWER

Project: TM-370HD
2765 S. TEMPERANCE AVE.
Client: Drawn by: App'd:
FOWLER, CA. 93625 ALEXANDER KOPP M.C.
16 of 53 Code: Date: Scale:
Phone: (559) 834-4300 TIA-222-H 02/25/20 NTS
Path: Dwg No.
FAX: (559) 834-4377 Z:\Karl\ERI\Tashjian Towers\Crank up Tower\TM-370HD - CRANK UP TOWER - ALEXANDER KOPP.eri E-1
 TIA-222-H - 120 mph/50 mph 1.000 in Ice Exposure B Maximum Values
Vx Vz Mx Mz

Global Mast Shear (K) Global Mast Moment (kip-ft)

0 5 0 50 100 150
70'1-1/2" 70'1-1/2"

68'1-1/2" 68'1-1/2"

46'7" 46'7"
Elevation (ft)

25'1" 25'1"

0' 0'

0 5 0 50 100 150

TASHJIAN TOWERS CORP. Job: CRANK-UP TOWER

Project: TM-370HD
2765 S. TEMPERANCE AVE.
Client: Drawn by: App'd:
FOWLER, CA. 93625 ALEXANDER KOPP M.C.
17 of 53 Code: Date: Scale:
Phone: (559) 834-4300 TIA-222-H 02/25/20 NTS
Path: Dwg No.
FAX: (559) 834-4377 Z:\Karl\ERI\Tashjian Towers\Crank up Tower\TM-370HD - CRANK UP TOWER - ALEXANDER KOPP.eri E-4
 TIA-222-H - Service - 60 mph Maximum Values

Deflection (in) Tilt (deg) Twist (deg)

0 5 10 15 20 0 0.5 1 1.5 2 0 0.05 0.1
70'1-1/2" 70'1-1/2"

68'1-1/2" 68'1-1/2"

46'7" 46'7"
Elevation (ft)

25'1" 25'1"

0' 0'

0 5 10 15 20 0 0.5 1 1.5 2 0 0.05 0.1

TASHJIAN TOWERS CORP. Job: CRANK-UP TOWER

Project: TM-370HD
2765 S. TEMPERANCE AVE.
Client: Drawn by: App'd:
FOWLER, CA. 93625 ALEXANDER KOPP M.C.
18 of 53 Code: Date: Scale:
Phone: (559) 834-4300 TIA-222-H 02/25/20 NTS
Path: Dwg No.
FAX: (559) 834-4377 Z:\Karl\ERI\Tashjian Towers\Crank up Tower\TM-370HD - CRANK UP TOWER - ALEXANDER KOPP.eri E-5
 Wind Pressures and Ice Thickness
TIA-222-H - 120 mph/50 mph 1.000 in Ice Exposure B

Pressure - No Ice (psf) Pressure - Ice (psf) Ice Thickness (in)

0 10 20 30 40 0 10 0 0.25 0.5 0.75 1 1.25
70'1-1/2" 70'1-1/2"

68'1-1/2" 68'1-1/2"

46'7" 46'7"
Elevation (ft)

25'1" 25'1"

0' 0'

0 10 20 30 40 0 10 0 0.25 0.5 0.75 1 1.25

TASHJIAN TOWERS CORP. Job: CRANK-UP TOWER

Project: TM-370HD
2765 S. TEMPERANCE AVE.
Client: Drawn by: App'd:
FOWLER, CA. 93625 ALEXANDER KOPP M.C.
19 of 53 Code: Date: Scale:
Phone: (559) 834-4300 TIA-222-H 02/25/20 NTS
Path: Dwg No.
FAX: (559) 834-4377 Z:\Karl\ERI\Tashjian Towers\Crank up Tower\TM-370HD - CRANK UP TOWER - ALEXANDER KOPP.eri E-9
 BASE PLATE

Client: ALEXANDER KOPP

Project: TM-370HD CRANK-UP TOWER

MAX. CORNER REACTIONS AT THE BASE PER tnxTOWER

T= 32.4 kip
M= 0 kip-ft

Plate flexural yielding:

Plate Properties:
#10 bar dia. = 1.27 in 
d  = 0.75 in (plate thickness)
x = 1.16 in (dimension from center line of bolt hole to face of member)
b = 3.58 inches (2*x + #10 DIA) 
3
Z = 0.50 in. (b*d2) / 4

Required Stress
Axial Force = 16.20 kip Tension per bar
Mu= 18.73 kip‐in Force*x
fb = 37.18 ksi Mu / Z
 σu = 37.2 ksi

Available Stress
f y  = 50 ksi     
ᶲ = 0.9
ᶲσn = 45.0 ksi           (Available Stress) > σu  OK 82.6%

20 of 53
 Plate
Y Von Mises Top
ksi
( LC 1 )
42.9
Z X 38.6
34.3
30
25.7
21.4
17.1
12.8
8.5
4.2
-.1

-33k

Loads: BLC 1, WL
Results for LC 1, 0.9DL + 1.0WL

TASHJIAN TOWERS CO... SK - 1

M.C. CRANK UP TOWER Feb 25, 2020 at 7:57 AM
TM-370HD TM 370 BASE PLATE.r3d
21 of 53
 FOUNDATION ANALYSIS

Client: ALEXANDER KOPP Date: 2/25/2020

Project: TM-370HD CRANK UP TOWER By: M.C.

Max Load reactions per tnxTower Software:

Moment : 70.5 kip-ft (ASD)

Down Force: 3.1 kip (ASD)
Uplift Force: 0.0 kip
Shear : 1.9 kip (ASD)
SOIL INFORMATION:

2018 IBC SECTION 1806, TABLE 1806.2 - SOIL CLASS 5

Allowable Vertical Bearing Pressure = 1.50 ksf

Allowable Lateral Bearing Pressure = 200 psf/ft (Increased by 200% per Section 1806.3.4)
Depth of Soil Ignored (Lateral calcs.)= 0.0 ft
Depth of Soil Ignored (Vertical calcs.)= 0.0 ft
Skin Friction = 0.0 psf
PIER INFORMATION:
Per Diameter: 4.95 ft Pile Depth Below Grade : 9.5 ft
Pile 10.0 ft
Surface Area : 133.0 ft2
Pier bearing area (A) : 12.3 ft2
PER THE 2018 IBC SECTION 1807.3.2.1
DEPTH OF EMBEDMENT REQUIRED TO RESIST LATERAL LOADS WHERE NO LATERAL CONSTRAIN IS PROVIDED AT THE GROUND
SURFACE, SUCH AS BY A RIGID FLOOR OR PAVEMENT:
S1, (psf) 633.33 Allowable Lateral Soil Bearing Pressure
b, (ft) 4.95 Pile Diameter or Diagonal Dimension of Square Post
h, (ft) 37.11 Distance from ground surface to point of application P
*P, (lb) 1900.0 Applied Lateral Force
A 1.4 A=2.34P/(S1*b)
Non-constrained
Minimum Depth (ft) 8.32 Dmin=.5A(1+[1+(4.36h/A)]^.5)
Demand-Capacity Ratio = 87.5% OK

VERTICAL BEARING CAPACITY

Skin Friction Resistance = 0.0 kip

End Bearing Resistance = 18.38 kip

Demand-Capacity Ratio = 16.9% OK

22 of 53
Layer 1, 0.5 to 15 ft = Sand (Reese)

LPile 2019.11.02, © 2019 by Ensoft, Inc.

23 of 53
================================================================================

                     LPile for Windows, Version 2019‐11.002

                 Analysis of Individual Piles and Drilled Shafts
                Subjected to Lateral Loading Using the p‐y Method
                           © 1985‐2019 by Ensoft, Inc.
                               All Rights Reserved

================================================================================

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                            Date and Time of Analysis
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

               Date:  February 25, 2020           Time:   8:29:54

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                                  Problem Title
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Project Name: CRANK UP TOWER                                                                       
                                                                                                   
                                                        
Job Number: TM‐370HD                                                                               
                                                                                                   
                                                        
Client: ALEXANDER KOPP                                                                             
                                                                                                   
                                                        
Engineer: M.C.                                                                                     
                                                                                                   
                                                        
Description: PIER FOUNDATION                                                                       
                                                                                                   
                                                        

24 of 53
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                          Program Options and Settings
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Computational Options:
 ‐ Use Load and Resistance Factors (LRFD) in computations
Engineering Units Used for Data Input and Computations:
 ‐ US Customary System Units (pounds, feet, inches)

Analysis Control Options:
 ‐ Maximum number of iterations allowed                =          500
 ‐ Deflection tolerance for convergence                =   1.0000E‐05 in
 ‐ Maximum allowable deflection                        =       1.0000 in
 ‐ Number of pile increments                           =          100

Loading Type and Number of Cycles of Loading:
 ‐ Static loading specified

 ‐ Use of p‐y modification factors for p‐y curves not selected
 ‐ Analysis uses layering correction (Method of Georgiadis)
 ‐ No distributed lateral loads are entered
 ‐ Loading by lateral soil movements acting on pile not selected
 ‐ Input of shear resistance at the pile tip not selected
 ‐ Input of moment resistance at the pile tip not selected
 ‐ Computation of pile‐head foundation stiffness matrix not selected
 ‐ Push‐over analysis of pile not selected
 ‐ Buckling analysis of pile not selected

Output Options:
 ‐ Output files use decimal points to denote decimal symbols.
 ‐ Values of pile‐head deflection, bending moment, shear force, and 
   soil reaction are printed for full length of pile.
 ‐ Printing Increment (nodal spacing of output points) = 1
 ‐ No p‐y curves to be computed and reported for user‐specified depths
 ‐ Print using wide report formats

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                     Pile Structural Properties and Geometry
25 of 53
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Number of pile sections defined                        =            1
Total length of pile                                   =       10.000 ft
Depth of ground surface below top of pile              =       0.5000 ft

Pile diameters used for p‐y curve computations are defined using 2 points.

p‐y curves are computed using pile diameter values interpolated with depth over 
the length of the pile. A summary of values of pile diameter vs. depth follows.

            Depth Below           Pile    
Point        Pile Head          Diameter  
 No.            feet             inches   
‐‐‐‐‐      ‐‐‐‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐‐‐‐
  1             0.000           42.0000
  2            10.000           42.0000

Input Structural Properties for Pile Sections:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Pile Section No. 1:

   Section 1 is a rectangular concrete pile
   Length of section                                   =    10.000000 ft
   Shear capacity of section                           =       0.0000 lbs

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                       Ground Slope and Pile Batter Angles
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Ground Slope Angle                                     =        0.000 degrees
                                                       =        0.000 radians

Pile Batter Angle                                      =        0.000 degrees
                                                       =        0.000 radians

26 of 53
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                       Soil and Rock Layering Information
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

The soil profile is modelled using 1 layers

Layer 1 is sand, p‐y criteria by Reese et al., 1974

   Distance from top of pile to top of layer           =     0.500000 ft
   Distance from top of pile to bottom of layer        =    15.000000 ft
   Effective unit weight at top of layer               =   110.000000 pcf
   Effective unit weight at bottom of layer            =   110.000000 pcf
   Friction angle at top of layer                      =    30.000000 deg.
   Friction angle at bottom of layer                   =    30.000000 deg.
   Subgrade k at top of layer                          =       0.0000 pci
   Subgrade k at bottom of layer                       =       0.0000 pci

   NOTE: Default values for subgrade k will be computed for this layer.

 (Depth of the lowest soil layer extends 5.000 ft below the pile tip)

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                        Summary of Input Soil Properties
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Layer         Soil Type          Layer      Effective    Angle of                 
Layer           Name             Depth       Unit Wt.    Friction        kpy      
 Num.     (p‐y Curve Type)        ft           pcf          deg.         pci      
‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐   
  1            Sand               0.5000     110.0000      30.0000     default    
          (Reese, et al.)        15.0000     110.0000      30.0000     default    

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                               Static Loading Type
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Static loading criteria were used when computing p‐y curves for all analyses.
27 of 53
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                        Loading Groups for LRFD Analysis
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Number of Loading Groups = 1

Load           Load        Horiz. Force    Moment      Axial Force   Number of  
Group          Type            lbs         in‐lbs          lbs       Dist. Lds. 
‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐
   1    Special     (Sp)       3000.00    1404000.00       4000.00        0

Totals of Loads by Load Type for LRFD Analyses:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Number of Defined Load Cases = 1

This table presents the sum of pile‐head loads for each load type.

      Load         Horiz. Force     Moment      Axial Force    Number of 
      Type              lbs         in‐lbs         lbs           Loads   
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐
Dead Loads   (DL)          0.00          0.00          0.00         0
Live Loads   (LL)          0.00          0.00          0.00         0
Earthquake   (EQ)          0.00          0.00          0.00         0
Impact Load  (IM)          0.00          0.00          0.00         0
Wind Loads    (W)          0.00          0.00          0.00         0
Water Loads  (HW)          0.00          0.00          0.00         0
Ice Loads   (Ice)          0.00          0.00          0.00         0
Horiz. Soil  (Hs)          0.00          0.00          0.00         0
Live Roof    (Lr)          0.00          0.00          0.00         0
Rain Loads   (Rn)          0.00          0.00          0.00         0
Snow Loads   (Sn)          0.00          0.00          0.00         0
Temperature  (Tm)          0.00          0.00          0.00         0
Special      (Sp)       3000.00    1404000.00       4000.00         1

28 of 53
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     Load and Resistance Factors by Load Combinations for LRFD Analyses      
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Number of Factored Load Combinations = 1

Summary of Load and Resistance Factors:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

 No.    DL     LL     EQ     IM    Wind   Watr    Ice   Soil   Roof   Rain   Snow   Temp   Spec   M
Rf   V Rf   Name
‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   ‐‐‐‐   
‐‐‐‐   ‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
  1     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐     ‐‐    1.00   
0.90   0.75                                                                                        
                                                                                                   
                                                                      

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                  Computed Factored Loads for LRFD Analyses
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Factored Load Combination No. 1
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Load Combination Name =                                                                            
                                                                                                   
                                                                                

Structural Resistance Factor for Flexure = 0.900
Structural Resistance Factor for Shear   = 0.750

Factored Load =  + 1.00*Sp 

Factored Horizontal Force =                  3000.00 lbs
Factored Vertical Force   =                  4000.00 lbs
Factored Moment           =               1404000.00 in‐lbs

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Totals of Factored Loads by Load Combination:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

      Load             Factored           Factored           Factored      
   Combination       Horiz. Force          Moment           Vert. Force     Load Combination Name  
     Number               lbs              in‐lbs               lbs        
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐   
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
        1                   3000.00         1404000.00            4000.00                          
                                                                                                   
                                                                                                   
                                

Sorted Values of Axial Thrust Forces Sorted for LRFD Computations:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Number of Unique Axial Thrust Values = 1

Number   Factored Axial Thrust
‐‐‐‐‐‐   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
   1        4444.444

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
     Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Axial thrust force values were determined from LRFD load combinations

Number of Pile Sections Analyzed = 1

Pile Section No. 1:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Dimensions and Properties of Rectangular Concrete Pile:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Length of Section                                      =    10.000000 ft
Depth of Section                                       =    42.000000 in
Width of Section                                       =    42.000000 in
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Number of Reinforcing Bars                             =            8 bars   
Yield Stress of Reinforcing Bars                       =       60000. psi
Modulus of Elasticity of Reinforcing Bars              =    29000000. psi
Compressive Strength of Concrete                       =        3000. psi
Modulus of Rupture of Concrete                         =  ‐410.791918 psi
Gross Area of Pile                                     =        1764. sq. in.
Total Area of Reinforcing Steel                        =    10.160000 sq. in.
Area Ratio of Steel Reinforcement                      =     0.575964 percent

Axial Structural Capacities:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As    =     5081.892 kips    
Tensile Load for Cracking of Concrete                  =     ‐669.095 kips    
Nominal Axial Tensile Capacity                         =     ‐609.600 kips    

Reinforcing Bar Dimensions and Positions Used in Computations:

     Bar          Bar Diam.      Bar Area          X              Y     
    Number         inches         sq. in.        inches         inches  
  ‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐
      1            1.270000       1.270000     ‐17.000000     ‐13.500000
      2            1.270000       1.270000     ‐14.744000     ‐16.436000
      3            1.270000       1.270000      17.000000     ‐13.500000
      4            1.270000       1.270000      15.872000     ‐16.436000
      5            1.270000       1.270000     ‐17.000000      13.500000
      6            1.270000       1.270000     ‐14.744000      16.436000
      7            1.270000       1.270000      17.000000      13.500000
      8            1.270000       1.270000      15.872000      16.436000

NOTE: The positions of the above rebars were input by the user

Minimum spacing between any two bars not equal to zero =  1.875 inches
between bars 3 and 4.

Ratio of bar spacing to maximum aggregate size = 2.50

Concrete Properties:
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‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Compressive Strength of Concrete                       =        3000. psi
Modulus of Elasticity of Concrete                      =     3122019. psi
Modulus of Rupture of Concrete                         =  ‐410.791918 psi
Compression Strain at Peak Stress                      =     0.001634
Tensile Strain at Fracture of Concrete                 =   ‐0.0001160
Maximum Coarse Aggregate Size                          =     0.750000 in

Number of Axial Thrust Force Values Determined from LRFD Pile‐head Loadings = 1

   Number     Axial Thrust Force
                   kips
   ‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
      1                4.444

Definitions of Run Messages and Notes:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

  C = concrete in section has cracked in tension.
  Y = stress in reinforcing steel has reached yield stress.
  T = ACI 318 criteria for tension‐controlled section met, tensile strain in 
      reinforcement exceeds 0.005 while simultaneously compressive strain in 
      concrete more than 0.003. See ACI 318, Section 10.3.4.
  Z = depth of tensile zone in concrete section is less than 10 percent of 
      section depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.
Position of neutral axis is measured from edge of compression side of pile.
Compressive stresses and strains are positive in sign.
Tensile stresses and strains are negative in sign.

Axial Thrust Force =      4.444 kips    

    Bending       Bending       Bending      Depth to      Max Comp      Max Tens      Max Conc    
 Max Steel  Run
   Curvature      Moment       Stiffness      N Axis        Strain        Strain        Stress     
  Stress    Msg
32 of 53
    rad/in.       in‐kip        kip‐in2         in           in/in         in/in          ksi      
    ksi        
‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐ 
‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐
  6.25000E‐07   629.8328826   1007732612.    22.0597167    0.00001379   ‐0.00001246     0.0499486  
  0.3275136    
   0.00000125         1256.   1004895523.    21.5319199    0.00002691   ‐0.00002559     0.0970947  
  0.6358946    
   0.00000188         1879.   1002053567.    21.3559986    0.00004004   ‐0.00003871     0.1438611  
  0.9442762    
   0.00000250         2498.    999210395.    21.2680462    0.00005317   ‐0.00005183     0.1902478  
  1.2526583    
   0.00000313         3114.    996366735.    21.2152813    0.00006630   ‐0.00006495     0.2362548  
  1.5610411    
   0.00000375         3726.    993522832.    21.1801103    0.00007943   ‐0.00007807     0.2818821  
  1.8694245    
   0.00000438         4334.    990678790.    21.1549929    0.00009255   ‐0.00009120     0.3271296  
  2.1778085    
   0.00000500         4939.    987834661.    21.1361592     0.0001057    ‐0.0001043     0.3719975  
  2.4861931    
   0.00000563         4939.    878075254.     7.8432342    0.00004412    ‐0.0001921     0.1556332  
 ‐4.9209537 C  
   0.00000625         4939.    790267729.     7.7933678    0.00004871    ‐0.0002138     0.1715585  
 ‐5.4767646 C  
   0.00000688         4939.    718425208.     7.7523133    0.00005330    ‐0.0002355     0.1874329  
 ‐6.0326263 C  
   0.00000750         4939.    658556441.     7.7177164    0.00005788    ‐0.0002571     0.2032523  
 ‐6.5885718 C  
   0.00000813         4939.    607898253.     7.6888601    0.00006247    ‐0.0002788     0.2190392  
 ‐7.1444186 C  
   0.00000875         4939.    564476949.     7.6645156    0.00006706    ‐0.0003004     0.2347933  
 ‐7.7001667 C  
   0.00000938         4939.    526845152.     7.6437816    0.00007166    ‐0.0003221     0.2505148  
 ‐8.2558156 C  
   0.00001000         4939.    493917330.     7.6259824    0.00007626    ‐0.0003437     0.2662034  
 ‐8.8113651 C  
   0.00001063         4939.    464863370.     7.6106012    0.00008086    ‐0.0003654     0.2818592  
 ‐9.3668148 C  
   0.00001125         4939.    439037627.     7.5972360    0.00008547    ‐0.0003870     0.2974821  
 ‐9.9221643 C  
   0.00001188         4939.    415930384.     7.5855694    0.00009008    ‐0.0004087     0.3130720  
33 of 53
‐10.4774133 C  
   0.00001250         4939.    395133864.     7.5753476    0.00009469    ‐0.0004303     0.3286289  
‐11.0325615 C  
   0.00001313         4939.    376317966.     7.5663651    0.00009931    ‐0.0004519     0.3441526  
‐11.5876086 C  
   0.00001375         4939.    359212604.     7.5584537     0.0001039    ‐0.0004736     0.3596432  
‐12.1425541 C  
   0.00001438         4939.    343594665.     7.5514746     0.0001086    ‐0.0004952     0.3751005  
‐12.6973978 C  
   0.00001500         4939.    329278220.     7.5453121     0.0001132    ‐0.0005168     0.3905245  
‐13.2521393 C  
   0.00001563         4939.    316107091.     7.5398689     0.0001178    ‐0.0005384     0.4059152  
‐13.8067782 C  
   0.00001625         4939.    303949126.     7.5350628     0.0001224    ‐0.0005601     0.4212724  
‐14.3613142 C  
   0.00001688         4939.    292691751.     7.5308237     0.0001271    ‐0.0005817     0.4365961  
‐14.9157470 C  
   0.00001750         4939.    282238475.     7.5270916     0.0001317    ‐0.0006033     0.4518862  
‐15.4700761 C  
   0.00001813         4939.    272506113.     7.5238147     0.0001364    ‐0.0006249     0.4671427  
‐16.0243013 C  
   0.00001875         4939.    263422576.     7.5209482     0.0001410    ‐0.0006465     0.4823655  
‐16.5784221 C  
   0.00001938         4939.    254925074.     7.5184529     0.0001457    ‐0.0006681     0.4975546  
‐17.1324382 C  
   0.00002000         4939.    246958665.     7.5162947     0.0001503    ‐0.0006897     0.5127097  
‐17.6863493 C  
   0.00002063         4939.    239475069.     7.5144437     0.0001550    ‐0.0007113     0.5278310  
‐18.2401549 C  
   0.00002125         4939.    232431685.     7.5128732     0.0001596    ‐0.0007329     0.5429183  
‐18.7938547 C  
   0.00002188         4939.    225790780.     7.5115598     0.0001643    ‐0.0007544     0.5579716  
‐19.3474483 C  
   0.00002250         4939.    219518814.     7.5104828     0.0001690    ‐0.0007760     0.5729907  
‐19.9009353 C  
   0.00002313         4939.    213585873.     7.5096233     0.0001737    ‐0.0007976     0.5879757  
‐20.4543154 C  
   0.00002375         4939.    207965192.     7.5089650     0.0001783    ‐0.0008192     0.6029264  
‐21.0075882 C  
   0.00002438         4939.    202632751.     7.5084928     0.0001830    ‐0.0008407     0.6178428  
‐21.5607533 C  
34 of 53
   0.00002563         4939.    192748227.     7.5080543     0.0001924    ‐0.0008839     0.6475723  
‐22.6667589 C  
   0.00002688         4939.    183783193.     7.5082153     0.0002018    ‐0.0009270     0.6771636  
‐23.7723289 C  
   0.00002813         4939.    175615051.     7.5088997     0.0002112    ‐0.0009701     0.7066162  
‐24.8774604 C  
   0.00002938         4939.    168142070.     7.5100445     0.0002206    ‐0.0010131     0.7359296  
‐25.9821501 C  
   0.00003063         4939.    161279128.     7.5115970     0.0002300    ‐0.0010562     0.7651030  
‐27.0863948 C  
   0.00003188         4939.    154954457.     7.5135126     0.0002395    ‐0.0010993     0.7941359  
‐28.1901912 C  
   0.00003313         4939.    149107119.     7.5157538     0.0002490    ‐0.0011423     0.8230278  
‐29.2935359 C  
   0.00003438         4939.    143685042.     7.5182884     0.0002584    ‐0.0011853     0.8517779  
‐30.3964257 C  
   0.00003563         5072.    142361329.     7.5210888     0.0002679    ‐0.0012283     0.8803858  
‐31.4988571 C  
   0.00003688         5246.    142256888.     7.5241313     0.0002775    ‐0.0012713     0.9088507  
‐32.6008266 C  
   0.00003813         5420.    142156048.     7.5273951     0.0002870    ‐0.0013143     0.9371720  
‐33.7023310 C  
   0.00003938         5594.    142058448.     7.5308623     0.0002965    ‐0.0013572     0.9653492  
‐34.8033663 C  
   0.00004063         5767.    141963768.     7.5345172     0.0003061    ‐0.0014002     0.9933815  
‐35.9039292 C  
   0.00004188         5941.    141871724.     7.5383459     0.0003157    ‐0.0014431     1.0212684  
‐37.0040160 C  
   0.00004313         6114.    141782068.     7.5423363     0.0003253    ‐0.0014860     1.0490091  
‐38.1036229 C  
   0.00004438         6288.    141694577.     7.5464777     0.0003349    ‐0.0015289     1.0766031  
‐39.2027463 C  
   0.00004563         6461.    141609055.     7.5507605     0.0003445    ‐0.0015717     1.1040496  
‐40.3013824 C  
   0.00004688         6634.    141525324.     7.5551761     0.0003541    ‐0.0016146     1.1313479  
‐41.3995273 C  
   0.00004813         6807.    141443226.     7.5597172     0.0003638    ‐0.0016574     1.1584975  
‐42.4971770 C  
   0.00004938         6980.    141362618.     7.5643768     0.0003735    ‐0.0017003     1.1854975  
‐43.5943278 C  
   0.00005063         7152.    141283370.     7.5691490     0.0003832    ‐0.0017431     1.2123473  
35 of 53
‐44.6909754 C  
   0.00005188         7325.    141205367.     7.5740284     0.0003929    ‐0.0017858     1.2390461  
‐45.7871159 C  
   0.00005313         7497.    141128499.     7.5790099     0.0004026    ‐0.0018286     1.2655933  
‐46.8827454 C  
   0.00005438         7670.    141052676.     7.5840893     0.0004124    ‐0.0018714     1.2919882  
‐47.9778592 C  
   0.00005563         7842.    140977805.     7.5892626     0.0004222    ‐0.0019141     1.3182299  
‐49.0724533 C  
   0.00005688         8014.    140903808.     7.5945262     0.0004319    ‐0.0019568     1.3443178  
‐50.1665234 C  
   0.00005813         8186.    140830609.     7.5998768     0.0004417    ‐0.0019995     1.3702512  
‐51.2600650 C  
   0.00005938         8358.    140758142.     7.6053117     0.0004516    ‐0.0020422     1.3960291  
‐52.3530739 C  
   0.00006063         8529.    140686343.     7.6108280     0.0004614    ‐0.0020848     1.4216509  
‐53.4455454 C  
   0.00006188         8701.    140615154.     7.6164234     0.0004713    ‐0.0021275     1.4471158  
‐54.5374750 C  
   0.00006313         8872.    140544523.     7.6220959     0.0004811    ‐0.0021701     1.4724230  
‐55.6288580 C  
   0.00006438         9043.    140474410.     7.6278433     0.0004910    ‐0.0022127     1.4975718  
‐56.7196887 C  
   0.00006563         9214.    140404748.     7.6336639     0.0005010    ‐0.0022553     1.5225612  
‐57.8099644 C  
   0.00006688         9385.    140335504.     7.6395562     0.0005109    ‐0.0022979     1.5473905  
‐58.8996793 C  
   0.00006813         9556.    140266631.     7.6455186     0.0005209    ‐0.0023404     1.5720587  
‐59.9888295 C  
   0.00006938         9706.    139901629.     7.6436474     0.0005303    ‐0.0023835     1.5951876  
‐60.0000000 CY 
   0.00007063         9815.    138971427.     7.6264665     0.0005386    ‐0.0024276     1.6154192  
‐60.0000000 CY 
   0.00007188         9902.    137772539.     7.6018123     0.0005464    ‐0.0024724     1.6340670  
‐60.0000000 CY 
   0.00007313         9988.    136586951.     7.5773896     0.0005541    ‐0.0025172     1.6524781  
‐60.0000000 CY 
   0.00007438        10073.    135440496.     7.5539213     0.0005618    ‐0.0025619     1.6707886  
‐60.0000000 CY 
   0.00007938        10243.    129043976.     7.4033902     0.0005876    ‐0.0027461     1.7306607  
‐60.0000000 CY 
36 of 53
   0.00008438        10267.    121683060.     7.2126444     0.0006086    ‐0.0029352     1.7776959  
‐60.0000000 CY 
   0.00008938        10290.    115135012.     7.0412757     0.0006293    ‐0.0031244     1.8234392  
‐60.0000000 CY 
   0.00009438        10313.    109271756.     6.8861535     0.0006499    ‐0.0033139     1.8679031  
‐60.0000000 CY 
   0.00009938        10333.    103978692.     6.7407942     0.0006699    ‐0.0035039     1.9102247  
‐60.0000000 CY 
    0.0001044        10353.     99191603.     6.6100183     0.0006899    ‐0.0036938     1.9518889  
‐60.0000000 CY 
    0.0001094        10373.     94837944.     6.4905116     0.0007099    ‐0.0038839     1.9925810  
‐60.0000000 CY 
    0.0001144        10391.     90848242.     6.3754245     0.0007292    ‐0.0040746     2.0310286  
‐60.0000000 CY 
    0.0001194        10409.     87191829.     6.2705088     0.0007485    ‐0.0042652     2.0688578  
‐60.0000000 CY 
    0.0001244        10426.     83828494.     6.1745416     0.0007680    ‐0.0044558     2.1060617  
‐60.0000000 CY 
    0.0001294        10444.     80723703.     6.0862116     0.0007874    ‐0.0046463     2.1425629  
‐60.0000000 CY 
    0.0001344        10459.     77837218.     5.9987502     0.0008061    ‐0.0048377     2.1768289  
‐60.0000000 CY 
    0.0001394        10475.     75157109.     5.9179903     0.0008248    ‐0.0050289     2.2105084  
‐60.0000000 CY 
    0.0001444        10491.     72661904.     5.8432392     0.0008436    ‐0.0052201     2.2435948  
‐60.0000000 CY 
    0.0001494        10506.     70333029.     5.7738968     0.0008625    ‐0.0054113     2.2760820  
‐60.0000000 CY 
    0.0001544        10521.     68154304.     5.7094411     0.0008814    ‐0.0056024     2.3079636  
‐60.0000000 CY 
    0.0001594        10536.     66108892.     5.6476148     0.0009001    ‐0.0057937     2.3387387  
‐60.0000000 CY 
    0.0001644        10550.     64182431.     5.5866773     0.0009183    ‐0.0059854     2.3680180  
‐60.0000000 CY 
    0.0001694        10564.     62369129.     5.5296780     0.0009366    ‐0.0061772     2.3967293  
‐60.0000000 CY 
    0.0001744        10577.     60659244.     5.4762814     0.0009549    ‐0.0063688     2.4248668  
‐60.0000000 CY 
    0.0001794        10591.     59044116.     5.4261893     0.0009733    ‐0.0065604     2.4524245  
‐60.0000000 CY 
    0.0001844        10605.     57516042.     5.3791363     0.0009918    ‐0.0067520     2.4793968  
37 of 53
‐60.0000000 CY 
    0.0001894        10618.     56068103.     5.3348849     0.0010103    ‐0.0069435     2.5057773  
‐60.0000000 CY 
    0.0001944        10631.     54694112.     5.2932220     0.0010289    ‐0.0071349     2.5315599  
‐60.0000000 CY 
    0.0001994        10644.     53388490.     5.2539562     0.0010475    ‐0.0073262     2.5567382  
‐60.0000000 CY 
    0.0002044        10657.     52142718.     5.2136687     0.0010655    ‐0.0075182     2.5803955  
‐60.0000000 CY 
    0.0002094        10669.     50955585.     5.1752204     0.0010836    ‐0.0077102     2.6033803  
‐60.0000000 CY 
    0.0002144        10681.     49823372.     5.1388447     0.0011016    ‐0.0079021     2.6257953  
‐60.0000000 CY 
    0.0002194        10693.     48742320.     5.1044032     0.0011198    ‐0.0080940     2.6476345  
‐60.0000000 CY 
    0.0002244        10705.     47709002.     5.0717699     0.0011380    ‐0.0082858     2.6688920  
‐60.0000000 CY 
    0.0002294        10716.     46720289.     5.0408299     0.0011562    ‐0.0084775     2.6895614  
‐60.0000000 CY 
    0.0002344        10728.     45773324.     5.0114782     0.0011746    ‐0.0086692     2.7096367  
‐60.0000000 CY 
    0.0002394        10740.     44865480.     4.9836187     0.0011930    ‐0.0088608     2.7291112  
‐60.0000000 CY 
    0.0002444        10751.     43994351.     4.9571632     0.0012114    ‐0.0090523     2.7479785  
‐60.0000000 CY 
    0.0002494        10762.     43157722.     4.9320308     0.0012299    ‐0.0092438     2.7662318  
‐60.0000000 CY 
    0.0002544        10774.     42353552.     4.9081468     0.0012485    ‐0.0094352     2.7838643  
‐60.0000000 CY 
    0.0002594        10785.     41579958.     4.8854427     0.0012672    ‐0.0096266     2.8008691  
‐60.0000000 CY 
    0.0002644        10796.     40835198.     4.8638550     0.0012859    ‐0.0098179     2.8172391  
‐60.0000000 CY 
    0.0002694        10807.     40117661.     4.8433252     0.0013047    ‐0.0100091     2.8329669  
‐60.0000000 CY 
    0.0002744        10817.     39425406.     4.8231129     0.0013233    ‐0.0102004     2.8478894  
‐60.0000000 CY 
    0.0003044        10877.     35736921.     4.7130177     0.0014345    ‐0.0113492     2.9222668  
‐60.0000000 CY 
    0.0003344        10933.     32697801.     4.6311024     0.0015485    ‐0.0124952     2.9729026  
‐60.0000000 CY 
38 of 53
    0.0003644        10985.     30146371.     4.5713210     0.0016657    ‐0.0136381     2.9977835  
‐60.0000000 CY 
    0.0003944        11030.     27968323.     4.5305367     0.0017867    ‐0.0147770     2.9897931  
‐60.0000000 CY 
    0.0004244        11071.     26087009.     4.5037098     0.0019113    ‐0.0159125     2.9978508  
‐60.0000000 CY 
    0.0004544        11107.     24443894.     4.4883199     0.0020394    ‐0.0170444     2.9942893  
‐60.0000000 CY 
    0.0004844        11139.     22997349.     4.4809309     0.0021705    ‐0.0181733     2.9941220  
‐60.0000000 CY 
    0.0005144        11169.     21713053.     4.4802985     0.0023046    ‐0.0192992     2.9918515  
‐60.0000000 CY 
    0.0005444        11196.     20565840.     4.4843289     0.0024412    ‐0.0204226     2.9984698  
‐60.0000000 CY 
    0.0005744        11218.     19531517.     4.4919019     0.0025800    ‐0.0215437     2.9787828  
‐60.0000000 CY 
    0.0006044        11239.     18595601.     4.5008704     0.0027202    ‐0.0226635     2.9965229  
‐60.0000000 CY 
    0.0006344        11257.     17744987.     4.5129630     0.0028629    ‐0.0237808     2.9936889  
‐60.0000000 CY 
    0.0006644        11266.     16957246.     4.5158746     0.0030002    ‐0.0249035     2.9769424  
‐60.0000000 CYT
    0.0006944        11274.     16236063.     4.5202859     0.0031388    ‐0.0260250     2.9890279  
‐60.0000000 CYT
    0.0007244        11281.     15573399.     4.5265463     0.0032789    ‐0.0271448     2.9991219  
‐60.0000000 CYT
    0.0007544        11282.     14955621.     4.5263807     0.0034146    ‐0.0282692     2.9920189  
‐60.0000000 CYT
    0.0007844        11282.     14383614.     4.5242866     0.0035487    ‐0.0293950     2.9785489  
‐60.0000000 CYT
    0.0008144        11282.     13853749.     4.5234619     0.0036838    ‐0.0305200     2.9663501  
‐60.0000000 CYT
    0.0008444        11282.     13361536.     4.7879342     0.0040428    ‐0.0314209     2.9783750  
‐60.0000000 CYT

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
   Summary of Results for Nominal Moment Capacity for Section 1
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Moment values interpolated at maximum compressive strain = 0.003
39 of 53
or maximum developed moment if pile fails at smaller strains.

 Load           Axial Thrust        Nominal Mom. Cap.      Max. Comp.
  No.              kips                 in‐kip               Strain
 ‐‐‐‐         ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐     ‐‐‐‐‐‐‐‐‐‐‐‐
   1                 4.444             11265.955           0.00300000

Note that the values of moment capacity in the table above are not 
factored by a strength reduction factor (phi‐factor).

In ACI 318, the value of the strength reduction factor depends on whether 
the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).

The above values should be multiplied by the appropriate strength reduction 
factor to compute ultimate moment capacity according to ACI 318, Section 
9.3.2.2 or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding 
bending stiffnesses computed for common resistance factor values used for 
reinforced concrete sections.

Axial     Resist.       Nominal     Ult. (Fac)    Ult. (Fac)   Bend. Stiff.
Load      Factor      Moment Cap    Ax. Thrust    Moment Cap    at Ult Mom 
 No.    for Moment      in‐kips        kips         in‐kips      kip‐in^2  
‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐
   1       0.65            11266.      2.888889         7323.    141206343.
 
   1       0.75            11266.      3.111111         8449.    140719667.
 
   1       0.90            11266.      3.333333        10139.    132950548.

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                 Computed Values of Pile Loading and Deflection
                 for Lateral Loading for LRFD Load Case Number 1
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

Load Case No. 1:                                                                                   
40 of 53
                                                                                                   
                                                                          

   Depth    Deflect.    Bending     Shear      Slope      Total     Bending   Soil Res.  Soil Spr. 
Distrib.  
     X          y       Moment      Force        S       Stress    Stiffness      p        Es*h    
Lat. Load 
   feet      inches     in‐lbs       lbs      radians     psi*      in‐lb^2    lb/inch    lb/inch  
 lb/inch  
‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ 
‐‐‐‐‐‐‐‐‐‐ 
      0.00     0.7333   1404000.      3000.   ‐0.00874       0.00   1.00E+12       0.00       0.00 
     0.00
   0.10000     0.7228   1407642.      3000.   ‐0.00874       0.00   1.00E+12       0.00       0.00 
     0.00
    0.2000     0.7124   1411284.      3000.   ‐0.00874       0.00   1.00E+12       0.00       0.00 
     0.00
    0.3000     0.7019   1414926.      3000.   ‐0.00873       0.00   1.00E+12       0.00       0.00 
     0.00
    0.4000     0.6914   1418568.      3000.   ‐0.00873       0.00   1.00E+12       0.00       0.00 
     0.00
    0.5000     0.6809   1422210.      3000.   ‐0.00873       0.00   1.00E+12       0.00       0.00 
     0.00
    0.6000     0.6704   1425852.      2989.   ‐0.00873       0.00   1.00E+12   ‐18.3233    32.7960 
     0.00
    0.7000     0.6600   1429467.      2956.   ‐0.00873       0.00   1.00E+12   ‐36.9162    67.1233 
     0.00
    0.8000     0.6495   1433029.      2900.   ‐0.00873       0.00   1.00E+12   ‐55.7503   103.0029 
     0.00
    0.9000     0.6390   1436511.      2822.   ‐0.00872       0.00   1.00E+12   ‐74.7966   140.4566 
     0.00
    1.0000     0.6286   1439886.      2721.   ‐0.00872       0.00   1.00E+12   ‐94.0265   179.5077 
     0.00
    1.1000     0.6181   1443125.      2596.   ‐0.00872       0.00   1.00E+12  ‐113.4108   220.1807 
     0.00
    1.2000     0.6076   1446200.      2448.   ‐0.00872       0.00   1.00E+12  ‐132.9204   262.5013 
     0.00
    1.3000     0.5972   1449085.      2277.   ‐0.00872       0.00   1.00E+12  ‐152.5261   306.4970 
     0.00
    1.4000     0.5867   1451749.      2082.   ‐0.00872       0.00   1.00E+12  ‐172.1983   352.1964 
41 of 53
     0.00
    1.5000     0.5763   1454166.      1864.   ‐0.00871       0.00   1.00E+12  ‐191.9074   399.6302 
     0.00
    1.6000     0.5658   1456306.      1622.   ‐0.00871       0.00   1.00E+12  ‐211.6237   448.8308 
     0.00
    1.7000     0.5553   1458141.      1356.   ‐0.00871       0.00   1.00E+12  ‐231.3170   499.8326 
     0.00
    1.8000     0.5449   1459644.      1067.   ‐0.00871       0.00   1.00E+12  ‐250.9573   552.6722 
     0.00
    1.9000     0.5344   1460785.   753.6824   ‐0.00871       0.00   1.00E+12  ‐270.5140   607.3884 
     0.00
    2.0000     0.5240   1461536.   417.4000   ‐0.00870       0.00   1.00E+12  ‐289.9566   664.0227 
     0.00
    2.1000     0.5136   1461870.    57.8735   ‐0.00870       0.00   1.00E+12  ‐309.2542   722.6194 
     0.00
    2.2000     0.5031   1461759.  ‐324.7044   ‐0.00870       0.00   1.00E+12  ‐328.3757   783.2257 
     0.00
    2.3000     0.4927   1461174.  ‐730.2124   ‐0.00870       0.00   1.00E+12  ‐347.4708   846.3336 
     0.00
    2.4000     0.4822   1460090.     ‐1159.   ‐0.00870       0.00   1.00E+12  ‐366.5572   912.1481 
     0.00
    2.5000     0.4718   1458477.     ‐1610.   ‐0.00870       0.00   1.00E+12  ‐385.4420   980.3581 
     0.00
    2.6000     0.4614   1456309.     ‐2084.   ‐0.00869       0.00   1.00E+12  ‐404.0980      1051. 
     0.00
    2.7000     0.4509   1453560.     ‐2580.   ‐0.00869       0.00   1.00E+12  ‐422.4975      1124. 
     0.00
    2.8000     0.4405   1450202.     ‐3097.   ‐0.00869       0.00   1.00E+12  ‐440.6129      1200. 
     0.00
    2.9000     0.4301   1446210.     ‐3637.   ‐0.00869       0.00   1.00E+12  ‐458.4162      1279. 
     0.00
    3.0000     0.4196   1441557.     ‐4197.   ‐0.00869       0.00   1.00E+12  ‐475.8791      1361. 
     0.00
    3.1000     0.4092   1436219.     ‐4779.   ‐0.00869       0.00   1.00E+12  ‐492.9732      1446. 
     0.00
    3.2000     0.3988   1430172.     ‐5380.   ‐0.00868       0.00   1.00E+12  ‐509.6695      1534. 
     0.00
    3.3000     0.3884   1423390.     ‐6002.   ‐0.00868       0.00   1.00E+12  ‐525.9389      1625. 
     0.00
    3.4000     0.3780   1415851.     ‐6642.   ‐0.00868       0.00   1.00E+12  ‐541.7518      1720. 
     0.00
42 of 53
    3.5000     0.3675   1407532.     ‐7302.   ‐0.00868       0.00   1.00E+12  ‐557.0781      1819. 
     0.00
    3.6000     0.3571   1398411.     ‐7979.   ‐0.00868       0.00   1.00E+12  ‐571.8872      1922. 
     0.00
    3.7000     0.3467   1388466.     ‐8674.   ‐0.00868       0.00   1.00E+12  ‐586.1480      2029. 
     0.00
    3.8000     0.3363   1377677.     ‐9385.   ‐0.00867       0.00   1.00E+12  ‐599.8284      2140. 
     0.00
    3.9000     0.3259   1366024.    ‐10113.   ‐0.00867       0.00   1.00E+12  ‐612.8961      2257. 
     0.00
    4.0000     0.3155   1353489.    ‐10856.   ‐0.00867       0.00   1.00E+12  ‐625.3174      2378. 
     0.00
    4.1000     0.3051   1340054.    ‐11608.   ‐0.00867       0.00   1.00E+12  ‐628.6147      2472. 
     0.00
    4.2000     0.2947   1325713.    ‐12360.   ‐0.00867       0.00   1.00E+12  ‐624.0492      2541. 
     0.00
    4.3000     0.2843   1310473.    ‐13105.   ‐0.00867       0.00   1.00E+12  ‐618.2971      2610. 
     0.00
    4.4000     0.2739   1294343.    ‐13843.   ‐0.00866       0.00   1.00E+12  ‐611.3588      2678. 
     0.00
    4.5000     0.2635   1277333.    ‐14572.   ‐0.00866       0.00   1.00E+12  ‐603.2345      2747. 
     0.00
    4.6000     0.2531   1259454.    ‐15290.   ‐0.00866       0.00   1.00E+12  ‐593.9245      2816. 
     0.00
    4.7000     0.2427   1240720.    ‐15997.   ‐0.00866       0.00   1.00E+12  ‐583.4290      2885. 
     0.00
    4.8000     0.2323   1221146.    ‐16690.   ‐0.00866       0.00   1.00E+12  ‐571.7483      2953. 
     0.00
    4.9000     0.2219   1200748.    ‐17368.   ‐0.00866       0.00   1.01E+12  ‐558.8826      3022. 
     0.00
    5.0000     0.2115   1179545.    ‐18030.   ‐0.00866       0.00   1.01E+12  ‐544.8322      3091. 
     0.00
    5.1000     0.2012   1157558.    ‐18675.   ‐0.00865       0.00   1.01E+12  ‐529.5973      3159. 
     0.00
    5.2000     0.1908   1134809.    ‐19301.   ‐0.00865       0.00   1.01E+12  ‐513.1780      3228. 
     0.00
    5.3000     0.1804   1111320.    ‐19906.   ‐0.00865       0.00   1.01E+12  ‐495.5745      3297. 
     0.00
    5.4000     0.1700   1087118.    ‐20489.   ‐0.00865       0.00   1.01E+12  ‐476.7871      3365. 
     0.00
    5.5000     0.1596   1062229.    ‐21049.   ‐0.00865       0.00   1.01E+12  ‐456.8159      3434. 
43 of 53
     0.00
    5.6000     0.1493   1036682.    ‐21585.   ‐0.00865       0.00   1.01E+12  ‐435.6611      3503. 
     0.00
    5.7000     0.1389   1010508.    ‐22094.   ‐0.00865       0.00   1.01E+12  ‐413.3228      3571. 
     0.00
    5.8000     0.1285    983739.    ‐22576.   ‐0.00865       0.00   1.01E+12  ‐389.8012      3640. 
     0.00
    5.9000     0.1181    956409.    ‐23029.   ‐0.00864       0.00   1.01E+12  ‐365.0964      3709. 
     0.00
    6.0000     0.1078    928552.    ‐23452.   ‐0.00864       0.00   1.01E+12  ‐339.2086      3777. 
     0.00
    6.1000    0.09739    900208.    ‐23842.   ‐0.00864       0.00   1.01E+12  ‐312.1377      3846. 
     0.00
    6.2000    0.08702    871413.    ‐24200.   ‐0.00864       0.00   1.01E+12  ‐283.8840      3915. 
     0.00
    6.3000    0.07665    842210.    ‐24523.   ‐0.00864       0.00   1.01E+12  ‐254.4475      3983. 
     0.00
    6.4000    0.06629    812641.    ‐24810.   ‐0.00864       0.00   1.01E+12  ‐223.8282      4052. 
     0.00
    6.5000    0.05592    782749.    ‐25060.   ‐0.00864       0.00   1.01E+12  ‐192.0263      4121. 
     0.00
    6.6000    0.04556    752581.    ‐25270.   ‐0.00864       0.00   1.01E+12  ‐159.0418      4189. 
     0.00
    6.7000    0.03519    722184.    ‐25441.   ‐0.00864       0.00   1.01E+12  ‐124.8747      4258. 
     0.00
    6.8000    0.02483    691607.    ‐25569.   ‐0.00864       0.00   1.01E+12   ‐89.5251      4327. 
     0.00
    6.9000    0.01447    660901.    ‐25655.   ‐0.00863       0.00   1.01E+12   ‐52.9929      4395. 
     0.00
    7.0000    0.00411    630118.    ‐25696.   ‐0.00863       0.00   1.01E+12   ‐15.2782      4464. 
     0.00
    7.1000   ‐0.00625    599314.    ‐25691.   ‐0.00863       0.00   1.01E+12    23.6190      4533. 
     0.00
    7.2000   ‐0.01661    568543.    ‐25638.   ‐0.00863       0.00   1.01E+12    63.6988      4602. 
     0.00
    7.3000   ‐0.02697    537865.    ‐25537.   ‐0.00863       0.00   1.01E+12   104.9611      4670. 
     0.00
    7.4000   ‐0.03733    507337.    ‐25386.   ‐0.00863       0.00   1.01E+12   147.4060      4739. 
     0.00
    7.5000   ‐0.04768    477022.    ‐25183.   ‐0.00863       0.00   1.01E+12   191.0336      4808. 
     0.00
44 of 53
    7.6000   ‐0.05804    446982.    ‐24926.   ‐0.00863       0.00   1.01E+12   235.8439      4876. 
     0.00
    7.7000   ‐0.06839    417282.    ‐24616.   ‐0.00863       0.00   1.01E+12   281.8369      4945. 
     0.00
    7.8000   ‐0.07875    387987.    ‐24249.   ‐0.00863       0.00   1.01E+12   329.0127      5014. 
     0.00
    7.9000   ‐0.08910    359166.    ‐23826.   ‐0.00863       0.00   1.01E+12   377.3715      5082. 
     0.00
    8.0000   ‐0.09946    330888.    ‐23343.   ‐0.00863       0.00   1.01E+12   426.9132      5151. 
     0.00
    8.1000    ‐0.1098    303226.    ‐22800.   ‐0.00863       0.00   1.01E+12   477.6379      5220. 
     0.00
    8.2000    ‐0.1202    276251.    ‐22196.   ‐0.00863       0.00   1.01E+12   529.5459      5288. 
     0.00
    8.3000    ‐0.1305    250038.    ‐21529.   ‐0.00863       0.00   1.01E+12   582.6371      5357. 
     0.00
    8.4000    ‐0.1409    224665.    ‐20797.   ‐0.00863       0.00   1.01E+12   636.9116      5426. 
     0.00
    8.5000    ‐0.1512    200209.    ‐19999.   ‐0.00863       0.00   1.01E+12   692.3697      5494. 
     0.00
    8.6000    ‐0.1616    176749.    ‐19134.   ‐0.00863       0.00   1.01E+12   749.0112      5563. 
     0.00
    8.7000    ‐0.1719    154369.    ‐18201.   ‐0.00863       0.00   1.01E+12   806.8365      5632. 
     0.00
    8.8000    ‐0.1823    133150.    ‐17197.   ‐0.00863       0.00   1.01E+12   865.8456      5700. 
     0.00
    8.9000    ‐0.1926    113178.    ‐16122.   ‐0.00863       0.00   1.01E+12   926.0385      5769. 
     0.00
    9.0000    ‐0.2030     94540.    ‐14974.   ‐0.00863       0.00   1.01E+12   987.4154      5838. 
     0.00
    9.1000    ‐0.2133     77323.    ‐13752.   ‐0.00863       0.00   1.01E+12      1050.      5906. 
     0.00
    9.2000    ‐0.2237     61618.    ‐12453.   ‐0.00863       0.00   1.01E+12      1114.      5975. 
     0.00
    9.3000    ‐0.2340     47517.    ‐11078.   ‐0.00863       0.00   1.01E+12      1179.      6044. 
     0.00
    9.4000    ‐0.2444     35114.     ‐9624.   ‐0.00863       0.00   1.01E+12      1245.      6112. 
     0.00
    9.5000    ‐0.2547     24502.     ‐8104.   ‐0.00862       0.00   1.01E+12      1289.      6070. 
     0.00
    9.6000    ‐0.2651     15747.     ‐6543.   ‐0.00862       0.00   1.01E+12      1314.      5948. 
45 of 53
     0.00
    9.7000    ‐0.2754      8883.     ‐4951.   ‐0.00862       0.00   1.01E+12      1339.      5833. 
     0.00
    9.8000    ‐0.2858      3947.     ‐3330.   ‐0.00862       0.00   1.01E+12      1363.      5725. 
     0.00
    9.9000    ‐0.2961   974.6791     ‐1679.   ‐0.00862       0.00   1.01E+12      1387.      5623. 
     0.00
   10.0000    ‐0.3065       0.00       0.00   ‐0.00862       0.00   1.01E+12      1411.      2763. 
     0.00

* This analysis computed pile response using nonlinear moment‐curvature rela‐  
  tionships. Values of total stress due to combined axial and bending stresses 
  are computed only for elastic sections only and do not equal the actual      
  stresses in concrete and steel. Stresses in concrete and steel may be inter‐ 
  polated from the output for nonlinear bending properties relative to the     
  magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile‐head deflection             =     0.73333065 inches
Computed slope at pile head      =    ‐0.00873917 radians
Maximum bending moment           =       1461870. inch‐lbs
Maximum shear force              =        ‐25696. lbs
Depth of maximum bending moment  =     2.10000000 feet below pile head
Depth of maximum shear force     =     7.00000000 feet below pile head
Number of iterations             =             13
Number of zero deflection points =              1

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                   Summary of Pile Responses for LRFD Analyses
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

                                                                          Maximum        Maximum   
                
Load     Pile‐head       Pile‐head        Axial        Pile‐head          Moment          Shear    
     Pile‐Head  
Case       Shear           Moment        Loading       Deflection         in Pile        in Pile   
     Rotation   
 No.        lbs            in‐lbs          lbs           inches            in‐lbs          lbs     
46 of 53
      radians   
‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐  
‐‐‐‐‐‐‐‐‐‐‐‐‐‐  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐
  1            3000.        1404000.           4000.      0.73333065        1461870.         
‐25696.     ‐0.00873917

Maximum pile‐head deflection = 0.7333306508 inches
Maximum pile‐head rotation   = ‐0.0087391724 radians = ‐0.500718 deg. 

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
                    LRFD Performance by Load Case Combination
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐

                            Factored      Maximum    Fact. Mom.    Pass/Fail     Maximum           
                                                             
Load          Resistance     Moment       Moment      Fraction     for LRFD       Shear      
Pile‐top     Pile‐top                                               
Case Section    Factor      Capacity     Developed    Developed     Moment      Developed   
Deflection    Rotation                                               
 No.   No.    for Moment   of Section   in Section   in Section   of Section   in Section    
Developed    Developed          Name of Load Case Combination        
                             in‐lbs       in‐lbs                                   lbs        
inches       Radians                                               
‐‐‐‐ ‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ 
‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
  1     1        0.90        10139359.     1461870.     0.144178     Pass          ‐25696.     
0.733331    ‐0.008739                                              

All LRFD load combinations have passed for all pile sections.

The load case and pile section with the greatest level of developed moment 
capacity:

LRFD Load Case No.                    = 1
Pile Section No.                      = 1

The analysis ended normally. 

47 of 53
 Lateral Pile Deflection (inches) Bending Moment (in-kips) Shear Force (kips)
0-0.4 -0.2 0 0.2 0.4 0.6 0 200 400 600 800 1000 1200 1400 -25 -20 -15 -10 -5 0

0
0.5

0.5

0.5
1

1
1.5

1.5

1.5
2

2
2.5

2.5

2.5
3

3
3.5

3.5

3.5
Load Case 1
4

4
Depth (ft)

Depth (ft)

Depth (ft)
4.5

4.5

4.5
5

5
5.5

5.5

5.5
6

6
6.5

6.5

6.5
7

7
7.5

7.5

7.5
Sand
8

8
8.5

8.5

8.5
9

9
9.5

9.5

9.5

48 of 53
 Y

Z X

TASHJIAN TOWERS CO... SK - 1

M.C. CRANK-UP TOWER - SEISMIC ANALYSIS Feb 25, 2020 at 9:08 AM
TM-370HD TM-370HD - CRANK UP TOWER -...
49 of 53
 SEISMIC ANALYSIS
Client: ALEXANDER KOPP M.C.
Project: TM-370HD CRANK-UP TOWER

Structure Height: 70 ft
cture Weight (W/ Ice): 5 kip
Importance Factor: 1.00

Design Procedure Per : TIA-222-H - Equivalent Lateral Force Procedure

Seismic Design Factors

Site Class: D
Seismic Design Category: B

Ss (g) = 0.256 Spectral Response Acceleration Parameter at Short Periods

S1 (g) = 0.064 Spectral Response Acceleration Parameter at a Period of 1-second
Fa = 1.595 Short-Period Site Coefficient (TIA-222-H, TABLE 2-11)
Fv = 2.400 Long-Period Site Coefficient (TIA-222-H, TABLE 2-12)
SDS (g) = 0.272 Design Spectral Response Acceleration Parameter at Short Periods
SD1 (g) = 0.102 Design Spectral Response Acceleration Parameter at a Period of 1-second
R= 1.5 ASCE Table 12.2-1 and TIA-222-H Section 2.7.7.1.1
TIA-222-H Section 2.7.7.1.1 - Calculation of Seismic Response Coefficient

V=CSW Seismic Base Shear

W= effective seismic weight
CS= seismic response coefficient
Cs=SDS/(R/I) 0.18

FUNDAMENTAL PERIOD OF A STRUCTURE - TIA-222-H, SECTION 2.7.7.1.3.2

ES = 29000.0 ksi
4
Iavg = 130.0 in
Lp = 70 ft
Wu = 0.5 kip
WL = 4.0 kip
g= 32.2 ft/s2
f1 = 0.360 Hertz
T= 2.23 Sec RISA 3D

50 of 53
 SEISMIC ANALYSIS
The value of C s need not exceed the following:
TL = 6
For T < TL Cs=SD1/(T*R/I)= 0.03
For T > TL Cs=SD1TL/(T2*R/I)= 0.1
In addition, for structures located where S 1 is equal to or greater than 0.6g, Cs shall not be less
than:
Cs= 0.8*S1/(R/I) 0.03
Cs = 0.03
VELF= 0.14 kip SEISMIC BASE SHEAR

VMODAL = 0.18 kip (RISA 3D SOFTWARE)

0.85VELF= 0.1 kip > VMODAL No Scaling Factor Needed

SF= 1.00

SFx(I/R)= 0.67 (RISA 3D SF INPUT)

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 Company : TASHJIAN TOWERS CORP. Feb 25, 2020
Designer : M.C. 9:26 AM
Job Number : TM-370HD Checked By: KT
Model Name : CRANK-UP TOWER - SEISMIC ANALYSIS

Dynamics Input
Number of Modes 15
Load Combination Number 1 - SEISMIC MASS
Acceleration of Gravity 32.2 (ft/sec^2)
Convergence Tolerance 0.0001

Response Spectra Data

X Direction Spectra ASCE 2016, Parametric Design Spectra
Modes Used All 15 modes
Mode No. for Signs 2
Modal Combination Method SRSS
Damping Ratio 5 Percent

Z Direction Spectra ASCE 2016, Parametric Design Spectra

Modes Used All 15 modes
Mode No. for Signs 1
Modal Combination Method SRSS
Damping Ratio 5 Percent

Frequencies / Participation
Mode Number Frequency Period Percent Modal Participation
(Hz) (Sec) X Spectra Y Spectra Z Spectra
1 .448 2.234 45.278
2 .448 2.234 45.278
3 1.73 .578 26.696
4 1.73 .578 26.696
5 4.277 .234 6.712
6 4.277 .234 6.712
7 15.818 .063 .002
8 15.818 .063 .002
9 47.613 .021 69.519
10 98.297 .01 8.772
11 155.527 .006 .398
12 303.871 .003
13 3.21e+10 0 21.311
14 3.21e+10 0 21.311
15 3.21e+10 0 21.311
Totals : 100 100 100

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 Company : TASHJIAN TOWERS CORP. Feb 25, 2020
Designer : M.C. 9:26 AM
Job Number : TM-370HD Checked By: KT
Model Name : CRANK-UP TOWER - SEISMIC ANALYSIS

Spectra Scaling Factor

Scaling Factor Z: .67 Scaling Factor X: .67

Load Combinations
Description Solve PDelta SRSS BLC Factor BLC Fact... BLC Fa... BLC Fa... B... Fac...BLCFa... BLCFa... BLCFa... BLCFa... BLCFa...
1 SEISMIC MASS Y DL 1
2 UNSCALED SEISMIC SHEAR (SZ) Y SZ*... 1
3 UNSCALED SEISMIC SHEAR (SX) Y SX*... 1
4 IBC 16-5 (a) Yes Y DL 1.2 Sds*DL .2 SX*SF 1 LL .5 L... 1
5 IBC 16-5 (b) Yes Y DL 1.2 Sds*DL .2 SZ*SF 1 LL .5 L... 1
6 IBC 16-5 (c) Yes Y DL 1.2 Sds*DL .2 SX*SF -1 LL .5 L... 1
7 IBC 16-5 (d) Yes Y DL 1.2 Sds*DL .2 SZ*SF -1 LL .5 L... 1
8 IBC 16-7 (a) Yes Y DL .9 Sds*DL -.2 SX*SF 1
9 IBC 16-7 (b) Yes Y DL .9 Sds*DL -.2 SZ*SF 1
10 IBC 16-7 (c) Yes Y DL .9 Sds*DL -.2 SX*SF -1
11 IBC 16-7 (d) Yes Y DL .9 Sds*DL -.2 SZ*SF -1

Envelope AISC 15th(360-16): LRFD Steel Code Checks

Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] Dir LC phi*Pnc [k] phi*Pnt [k] phi*Mn y-y...phi*Mn z... Cb Eqn
1 M4 P10x.365 .042 0 4 .001 0 4 450.133 450.133 124.05 124.05 1 H1-1b
2 M2 P6x.28 .040 0 4 .001 0 4 210.975 210.975 35.532 35.532 1 H1-1b
3 M3 P8x.322 .032 0 4 .001 0 4 317.492 317.492 69.961 69.961 1 H1-1b
4 M1 P2x.154 .016 0 4 .001 0 4 67.696 67.696 3.995 3.995 1 H1-1b

Envelope Joint Reactions

Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC
1 N44 max .177 10 5.59 7 .177 11 4.347 11 0 11 4.477 4
2 min -.177 4 3.768 8 -.177 5 -4.437 5 0 4 -4.32 10
3 Totals: max .177 10 5.59 7 .177 11
4 min -.177 4 3.768 8 -.177 5

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