Structural_calcs-South_Providence-9-17-2013.pdf

STRUCTURAL CALCULATIONS

for

SOUTH PROVIDENCE

at

2400 S PROVIDENCE RD

COLUMBIA, MO 65023

for

LARSON CAMOUFLAGE (629100)

BY: ROGER T. ALWORTH, S.E.

PRINCIPAL

PROJECT #: U1223-255-131

DATE:

REVISED:

NOTE:

Vector Engineers | 9138 S. State St., Suite 101, Sandy, UT 84070 - Ph: 801.990.1775 Fax: 801.990.1776

March 22, 2013

September 12, 2013

VALID WET SIGNATURE IN RED

The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of Vector Structural Engineers, PC.

9-12-2013

N:\Logos\VectorLogo.gif JOB NO.: U1223-255-131 DESIGNED: CMP

DATE: 03/22/13 CHECKED: JSP

SHEET OF

PROJECT: SOUTH PROVIDENCE

Design Criteria:

Code: Structural design is based on the International Building Code, 2009 Edition

Wind: Basic wind speed = 90 mph (3-second gust) per the TIA-222-G standard

Wind importance factor, I = 1

Structure class: II

Wind exposure: C

Topographic category: 1

Crest height: 0 ft

Ice: 1" radial ice @ 40 mph basic wind speed (3-second gust) per the TIA-222-G standard

General Notes:

1

2

3

4

5

The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be

notified immediately if any discrepancies are found.

The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is

shown, the construction shall be as shown for other similar work and as required by the building code.

These calculations are limited to the structural members shown in these calculations only. The connection of the

members shown in these calculations to the existing structure shall be by others.

The contractor shall be responsible for compliance with local construction safety orders. Approval of shop

drawings by the architect or structural engineer shall not be construed as accepting this responsibility.

All structural framing members shall be adequately shored and braced during erection and until full lateral and

vertical support is provided by adjoining members.

Page 1 of 66Page 1 of 66

N:\Logos\VectorLogo.gif JOB NO.: U1223-255-131 DESIGNED: CMP


SHEET OF


Structural Steel:

1 All structural steel code checks based on the AISC-LRFD, 3rd Edition per the TIA-222-G standard

2 All 18-sided, tapered shaft steel to be per ASTM A572 GR. 65, U.N.O.

3

4 All other structural steel shapes & plates shall be per ASTM A36, U.N.O.

5 All anchor bolts shall be per ASTM A615 GR. 75, U.N.O.

6 All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O.

7 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC.

8

9 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O.

Foundation / Concrete:

1

2

4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O.

5 Foundation design is based upon the project soils report prepared by:

Geotech: Noble Engineering Consultants

Report No: south providence

Date: 7-Feb-13

6 Approximate concrete volume for drilled pier foundation = 21.5 cubic yards

3

All welding shall be performed by certified welders in accordance with the latest edition of the American Welding

Society (AWS) D1.1

Cement for all concrete shall be Type II with a minimum of 6% entrained air. Maximum aggregate size shall be ¾".

All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the

requirements of “Building Code Requirements for Reinforced Concrete”, ACI 318-05. Foundation installation shall

be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers", ACI 336,

latest edition

All concrete shall have a minimum compressive strength of 4000 psi at 28 days.

The design length of slip splices is equal to 1.67 times the inside width of the base of the upper section. Slip splice

length tolerance is equal to ± 10% of the design slip splice length.



N:\Logos\VectorLogo.gif

JOB NO.: U1223-255-131 DESIGNED: CMP


SHEET OF


Monopine Branch Layout

Eff. Area Factor: 0.79

Top Crown Radius: 5 ft

CA Factor: 0.6

Bott. Branch Elev. (ft): 40.0 ft

Top of Steel Elev. (ft): 100.0 ft

Branch Layout Along Pole:

Start (ft) Stop (ft) Gross (ft2) Eff. (ft

2) CAAE (ft

2)

4 21 91.3 100.0 26.0 546 84.8 67.0 40.2

6 19 83.4 91.3 40.0 760 108.9 86.0 51.6

6 20 75.2 83.4 40.0 800 115.3 91.1 54.7

8 30 62.8 75.2 50.0 1500 224.3 177.2 106.3

8 30 50.3 62.8 50.0 1500 226.0 178.5 107.1

10 25 40.0 50.3 66.0 1650 230.9 182.4 109.4

145 Total (lbs): 6756

Top Crown:

Branch Length (ft) Qty Total Wt. Total Wt.

6 1 40

4 2 52

Gross Area (ft2): 39.3

Eff. Area (ft2): 31.0

CAAE (ft2): 18.6

Random Branch Distribution:

Total CAAE (ft2): 469.3

CAAE per ft (ft2/ft): 7.82

Wt. per ft (lbs/ft): 112.6

92

Branch

Wt. (lbs)

Total Wt.

(lbs)QtyBranch Length (ft)

Elevation Wind Area


Vector Engineering 9138 S. State St. Suite 101

Sandy, UT 84070 Phone: (801) 990-1775

FAX: (801) 990-1776

Job: 629100 100' Monopine

Project: U1223-255-131 Client: Larson Drawn by: Clifton Palmer App'd:

Code: TIA-222-G Date: 09/12/13 Scale: NTS Path:

N:\2013 Projects\U1223 Larson Camouflage\U1223-255-131 629100 South Providence (MO, 100' monopine direct buried foundation, G)\Eng\Tower\3525 100' Pine.eri

Dwg No. E-1

100.0 ft

50.0 ft

9.6 ft

1.0 ft

REACTIONS - 90 mph WIND

TORQUE 14 lb-ft

43787 lb

SHEAR

3332155 lb-ft

MOMENT

38622 lb

AXIAL

40 mph WIND - 1.0000 in ICE

TORQUE 8 lb-ft

7636 lb

SHEAR

609266 lb-ft

MOMENT

77649 lb

AXIAL

ARE FACTOREDALL REACTIONS

S

ection

12

3

Length

(ft)

50.0

045.0

014.5

0

N

um

ber

of S

ides

18

18

18

T

hic

kness (

in)

0.2

500

0.3

750

0.3

750

S

ocket Length

(ft)

4.5

85.9

2

T

op D

ia (

in)

20.0

000

31.3

092

40.7

200

B

ot D

ia (

in)

33.0

000

43.0

092

44.4

900

G

rade

A572-6

5

W

eig

ht (lb)

3543.9

6704.2

2480.1

12728.2

Top Hat with (1) 6 ft, and (2) 4 ft branches

102.5(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe

100(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe

10012' Low Profile Platform (MT-196) 100(8) Generic TMA 100(8) Generic TMA 100(8) Generic TMA 100(8) Generic Diplexer 100(8) Generic Diplexer 100(8) Generic Diplexer 100(6) Generic RRH 100(6) Generic RRH 100(6) Generic RRH 10012" Square Generic Box 10012" Square Generic Box 10012" Square Generic Box 100Generic GPS 100Generic GPS 100(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe

100(21) 4 ft branches 95.7(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe

9012' Low Profile Platform (MT-196) 90(4) Generic TMA 90(4) Generic TMA 90(4) Generic TMA 90(4) Generic Diplexer 90(4) Generic Diplexer 90(4) Generic Diplexer 90(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe


90(19) 6 ft branches 87.412' Low Profile Platform (MT-196) 80(4) Generic TMA 80(4) Generic TMA 80(4) Generic TMA 80(4) Generic Diplexer 80(4) Generic Diplexer 80(4) Generic Diplexer 80(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe



80(20) 6 ft branches 79.3(30) 8 ft branches 69(30) 8 ft branches 56.6(25) 10 ft branches 45.2DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATIONTop Hat with (1) 6 ft, and (2) 4 ft branches

102.5

(4) 96" x 12" x 6" Panel Antenna w/ Mount Pipe

100


100

12' Low Profile Platform (MT-196) 100

(8) Generic TMA 100

(8) Generic TMA 100

(8) Generic TMA 100

(8) Generic Diplexer 100



(6) Generic RRH 100

(6) Generic RRH 100

(6) Generic RRH 100

12" Square Generic Box 100



Generic GPS 100

Generic GPS 100


100

(21) 4 ft branches 95.7


90


(4) Generic TMA 90

(4) Generic TMA 90

(4) Generic TMA 90





90


90



(4) Generic TMA 80

(4) Generic TMA 80

(4) Generic TMA 80





80


80


80


(30) 8 ft branches 69



MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Boone County, Missouri.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to

increase in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.00 ft8. TOWER RATING: 99.7%


ttnnxxTToowweerr Job

629100 100' Monopine

Page

1 of 16

Vector Engineering

9138 S. State St. Suite 101

Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply:

Tower is located in Boone County, Missouri. Basic wind speed of 90 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. 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.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA

√ Use Code Stress Ratios √ Use Clear Spans For KL/r SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. Include Angle Block Shear Check

√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination Use TIA-222-G Tension Splice Capacity

Exemption

Tapered Pole Section Geometry Section Elevation

ft

Section Length

ft

Splice Length

ft

Number of

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L1 100.00-50.00 50.00 4.58 18 20.0000 33.0000 0.2500 1.0000 A572-65 (65 ksi)

L2 50.00-9.58 45.00 5.92 18 31.3092 43.0092 0.3750 1.5000 A572-65 (65 ksi)




Page

2 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Section Elevation

ft

Section Length

ft

Splice Length

ft

Number of

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L3 9.58-1.00 14.50 18 40.7200 44.4900 0.3750 1.5000 A572-65 (65 ksi)

Tapered Pole Properties Section Tip Dia.

in

Area

in2

I

in4

r

in

C

in

I/C

in3

J

in4

It/Q

in2

w

in

w/t

L1 20.3085 15.6716 772.2994 7.0112 10.1600 76.0137 1545.6150 7.8373 3.0800 12.32 33.5091 25.9871 3521.4238 11.6262 16.7640 210.0587 7047.4812 12.9960 5.3680 21.472

L2 33.0014 36.8194 4451.3558 10.9816 15.9051 279.8702 8908.5688 18.4132 4.8504 12.934 43.6727 50.7454 11653.3287 15.1351 21.8487 533.3655 23321.9911 25.3775 6.9096 18.426

L3 42.9111 48.0206 9875.1750 14.3225 20.6858 477.3900 19763.3440 24.0149 6.5067 17.351 45.1763 52.5079 12910.2452 15.6608 22.6009 571.2265 25837.4780 26.2589 7.1702 19.121

Tower

Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. Factor Af

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt

Spacing

Diagonals in

Double Angle Stitch Bolt

Spacing

Horizontals in

L1 100.00-50.00

1 1 1

L2 50.00-9.58 1 1 1 L3 9.58-1.00 1 1 1

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

plf

AVA7-50 (1-5/8 LOW DENSI. FOAM)

C No Inside Pole 100.00 - 1.00 24 No Ice 1/2'' Ice 1'' Ice

0.00 0.00 0.00

0.72 0.72 0.72



0.00 0.00 0.00

0.72 0.72 0.72



0.00 0.00 0.00

0.72 0.72 0.72

Feed Line/Linear Appurtenances Section Areas Tower

Section

Tower

Elevation ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

lb

L1 100.00-50.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00

1468.80 L2 50.00-9.58 A

B 0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.00 0.00




Page

3 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face

ft2

CAAA

Out Face

ft2

Weight

lb

C 0.000 0.000 0.000 0.000 1396.92 L3 9.58-1.00 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00

296.52

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section

Tower Elevation

ft

Face or

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face

ft2

CAAA

Out Face

ft2

Weight

lb

L1 100.00-50.00 A B C

2.166 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00

1468.80 L2 50.00-9.58 A

B C

1.978 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00

1396.92 L3 9.58-1.00 A

B C

1.664 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.00 0.00

296.52

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

User Defined Loads

Description Elevation

ft

Offset

From Centroid

ft

Azimuth

Angle

°

Weight

lb

Fx

lb

Fz

lb

Wind Force

lb

CAAC

ft2

(25) 10 ft branches 45.20 0.00 0.0000 No Ice Ice

Service

1650.00 1815.00 1650.00

0.00 0.00 0.00

0.00 0.00 0.00

2538.39

551.83

1009.42

109.40 120.40 109.40


Service

1500.00 1650.00 1500.00

0.00 0.00 0.00

0.00 0.00 0.00

2605.52

566.09

1036.11

107.10 117.80 107.10


Service

1500.00 1650.00 1500.00

0.00 0.00 0.00

0.00 0.00 0.00

2696.19

586.19

1072.17

106.30 117.00 106.30


Service

800.00 880.00 800.00

0.00 0.00 0.00

0.00 0.00 0.00

1428.65

310.06

568.12

54.70 60.10 54.70


Service

760.00 836.00 760.00

0.00 0.00 0.00

0.00 0.00 0.00

1375.56

299.10

547.01

51.60 56.80 51.60


Service

546.00 600.60 546.00

0.00 0.00 0.00

0.00 0.00 0.00

1092.32

237.24

434.37

40.20 44.20 40.20

Top Hat with (1) 6 ft, and (2) 4 ft branches

102.50 0.00 0.0000 No Ice Ice

92.00 101.20

0.00 0.00

0.00 0.00

512.76

111.63

18.60 20.50




Page

4 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Description Elevation

ft

Offset From

Centroid

ft

Azimuth Angle

°

Weight

lb

Fx

lb

Fz

lb

Wind Force

lb

CAAC

ft2

Service 92.00 0.00 0.00 203.90 18.60

Discrete Tower Loads

Description Face

or

Leg

Offset

Type

Offsets:

Horz

Lateral Vert

ft

ft ft

Azimuth

Adjustment

°

Placement

ft

CAAA

Front

ft2

CAAA

Side

ft2

Weight

lb

(4) 96'' x 12'' x 6'' Panel Antenna w/ Mount Pipe

A From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


B From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


C From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18

12' Low Profile Platform (MT-196)

C None 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

8.75 11.30 13.85

8.75 11.30 13.85

1123.20 1460.16 1797.12

(8) Generic TMA A From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(8) Generic TMA B From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(8) Generic TMA C From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(8) Generic Diplexer A From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11

(8) Generic Diplexer B From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11

(8) Generic Diplexer C From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11

(6) Generic RRH A From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

2.78 3.02 3.28

2.53 2.77 3.01

55.00 77.81

103.87 (6) Generic RRH B From Face 3.00

0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

2.78 3.02 3.28

2.53 2.77 3.01

55.00 77.81

103.87 (6) Generic RRH C From Face 3.00

0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

2.78 3.02 3.28

2.53 2.77 3.01

55.00 77.81

103.87 12'' Square Generic Box A From Face 3.00

0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

12'' Square Generic Box B From Face 3.00 0.00

0.0000 100.00 No Ice 1/2'' Ice

1.40 1.56

0.70 0.82

20.00 30.34




Page

5 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral

Vert ft

ft

ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

0.00 1'' Ice 1.73 0.95 42.81 12'' Square Generic Box C From Face 3.00

0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

Generic GPS B From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

0.09 0.14 0.20

0.09 0.14 0.20

8.00 9.55 11.87

Generic GPS C From Face 3.00 0.00 0.00

0.0000 100.00 No Ice 1/2'' Ice 1'' Ice

0.09 0.14 0.20

0.09 0.14 0.20

8.00 9.55 11.87


A From Face 3.00 0.00 0.00

0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


B From Face 3.00 0.00 0.00

0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


C From Face 3.00 0.00 0.00

0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18



8.75 11.30 13.85

8.75 11.30 13.85

1123.20 1460.16 1797.12


0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(4) Generic TMA B From Face 3.00 0.00 0.00

0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(4) Generic TMA C From Face 3.00 0.00 0.00

0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81


0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11


0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11


0.0000 90.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11


A From Face 3.00 0.00 0.00

0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


B From Face 3.00 0.00 0.00

0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18


C From Face 3.00 0.00 0.00

0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

11.47 12.08 12.71

8.70 10.11 11.38

79.20 162.36 255.18



8.75 11.30 13.85

8.75 11.30 13.85

1123.20 1460.16 1797.12


0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81

(4) Generic TMA B From Face 3.00 0.00

0.0000 80.00 No Ice 1/2'' Ice

1.40 1.56

0.70 0.82

20.00 30.34




Page

6 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral

Vert ft

ft

ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

lb

0.00 1'' Ice 1.73 0.95 42.81 (4) Generic TMA C From Face 3.00

0.00 0.00

0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

1.40 1.56 1.73

0.70 0.82 0.95

20.00 30.34 42.81


0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11


0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11


0.0000 80.00 No Ice 1/2'' Ice 1'' Ice

0.55 0.65 0.76

0.55 0.65 0.76

25.00 31.23 39.11

Tower Pressures - No Ice

GH = 1.100

Section

Elevation

ft

z

ft

KZ

qz

psf

AG

ft2

F a

c

e

AF

ft2

AR

ft2

Aleg

ft2

Leg %

CAAA In

Face

ft2

CAAA Out

Face

ft2

L1 100.00-50.00

73.39 1.186 23 112.120 A B C

0.000 0.000 0.000

112.120 112.120 112.120

112.120 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L2 50.00-9.58 29.61 0.98 19 129.132 A B C

0.000 0.000 0.000

129.132 129.132 129.132

129.132 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L3 9.58-1.00 5.25 0.85 17 31.491 A B C

0.000 0.000 0.000

31.491 31.491 31.491

31.491 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

Tower Pressure - With Ice

GH = 1.100

Section

Elevation

ft

z

ft

KZ

qz

psf

tZ

in

AG

ft2

F

a

c e

AF

ft2

AR

ft2

Aleg

ft2

Leg

%

CAAA

In

Face ft2

CAAA

Out

Face ft2

L1 100.00-50.00 73.39 1.186 5 2.1664 130.174 A B C

0.000 0.000 0.000

130.174 130.174 130.174

130.174 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L2 50.00-9.58 29.61 0.98 4 1.9784 143.726 A B C

0.000 0.000 0.000

143.726 143.726 143.726

143.726 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L3 9.58-1.00 5.25 0.85 3 1.6643 34.320 A 0.000 34.320 34.320 100.00 0.000 0.000




Page

7 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Section Elevation

ft

z

ft

KZ

qz

psf

tZ

in

AG

ft2

F a

c

e

AF

ft2

AR

ft2

Aleg

ft2

Leg %

CAAA In

Face

ft2

CAAA Out

Face

ft2

B C

0.000 0.000

34.320 34.320

100.00 100.00

0.000 0.000

0.000 0.000

Tower Pressure - Service

GH = 1.100

Section

Elevation

ft

z

ft

KZ

qz

psf

AG

ft2

F

a

c e

AF

ft2

AR

ft2

Aleg

ft2

Leg

%

CAAA

In

Face ft2

CAAA

Out

Face ft2

L1 100.00-50.00

73.39 1.186 9 112.120 A B C

0.000 0.000 0.000

112.120 112.120 112.120

112.120 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L2 50.00-9.58 29.61 0.98 8 129.132 A B C

0.000 0.000 0.000

129.132 129.132 129.132

129.132 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

L3 9.58-1.00 5.25 0.85 7 31.491 A B C

0.000 0.000 0.000

31.491 31.491 31.491

31.491 100.00 100.00 100.00

0.000 0.000 0.000

0.000 0.000 0.000

Tower Forces - No Ice - Wind Normal To Face

Section

Elevation

ft

Add

Weight

lb

Self

Weight

lb

F

a

c e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl.

Face

L1 100.00-50.00

1468.80 3543.90 A B C

1 1 1

0.65 0.65 0.65

23 1 1 1

1 1 1

112.120 112.120 112.120

1865.91 37.32 C

L2 50.00-9.58 1396.92 6704.21 A B C

1 1 1

0.65 0.65 0.65

19 1 1 1

1 1 1

129.132 129.132 129.132

1753.60 43.38 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

17 1 1 1

1 1 1

31.491 31.491 31.491

377.02 43.94 C

Sum Weight: 3162.24 12728.17 OTM 186845.71 lb-ft

3996.53

Tower Forces - No Ice - Wind 60 To Face

Section

Elevation

ft

Add

Weight

lb

Self

Weight

lb

F

a

c e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl.

Face

L1 100.00-50.00

1468.80 3543.90 A B

1 1

0.65 0.65

23 1 1

1 1

112.120 112.120

1865.91 37.32 C




Page

8 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face

C 1 0.65 1 1 112.120 L2 50.00-9.58 1396.92 6704.21 A

B C

1 1 1

0.65 0.65 0.65

19 1 1 1

1 1 1

129.132 129.132 129.132

1753.60 43.38 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

17 1 1 1

1 1 1

31.491 31.491 31.491

377.02 43.94 C


3996.53

Tower Forces - No Ice - Wind 90 To Face

Section

Elevation

ft

Add

Weight

lb

Self

Weight

lb

F

a

c e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl.

Face

L1 100.00-50.00

1468.80 3543.90 A B C

1 1 1

0.65 0.65 0.65

23 1 1 1

1 1 1

112.120 112.120 112.120

1865.91 37.32 C

L2 50.00-9.58 1396.92 6704.21 A B C

1 1 1

0.65 0.65 0.65

19 1 1 1

1 1 1

129.132 129.132 129.132

1753.60 43.38 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

17 1 1 1

1 1 1

31.491 31.491 31.491

377.02 43.94 C


3996.53

Tower Forces - With Ice - Wind Normal To Face

Section

Elevation

ft

Add

Weight

lb

Self

Weight

lb

F

a c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl.

Face

L1 100.00-50.00

1468.80 7376.73 A B C

1 1 1

1.2 1.2 1.2

5 1 1 1

1 1 1

130.174 130.174 130.174

790.01 15.80 C

L2 50.00-9.58 1396.92 10626.12 A B C

1 1 1

1.2 1.2 1.2

4 1 1 1

1 1 1

143.726 143.726 143.726

711.77 17.61 C

L3 9.58-1.00 296.52 3273.89 A B C

1 1 1

1.2 1.2 1.2

3 1 1 1

1 1 1

34.320 34.320 34.320

149.84 17.46 C


1651.62




Page

9 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Tower Forces - With Ice - Wind 60 To Face

Section

Elevation

ft

Add

Weight

lb

Self

Weight

lb

F

a c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl.

Face

L1 100.00-50.00

1468.80 7376.73 A B C

1 1 1

1.2 1.2 1.2

5 1 1 1

1 1 1

130.174 130.174 130.174

790.01 15.80 C

L2 50.00-9.58 1396.92 10626.12 A B C

1 1 1

1.2 1.2 1.2

4 1 1 1

1 1 1

143.726 143.726 143.726

711.77 17.61 C

L3 9.58-1.00 296.52 3273.89 A B C

1 1 1

1.2 1.2 1.2

3 1 1 1

1 1 1

34.320 34.320 34.320

149.84 17.46 C


1651.62

Tower Forces - With Ice - Wind 90 To Face

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face

L1 100.00-50.00

1468.80 7376.73 A B C

1 1 1

1.2 1.2 1.2

5 1 1 1

1 1 1

130.174 130.174 130.174

790.01 15.80 C

L2 50.00-9.58 1396.92 10626.12 A B C

1 1 1

1.2 1.2 1.2

4 1 1 1

1 1 1

143.726 143.726 143.726

711.77 17.61 C

L3 9.58-1.00 296.52 3273.89 A B C

1 1 1

1.2 1.2 1.2

3 1 1 1

1 1 1

34.320 34.320 34.320

149.84 17.46 C


1651.62

Tower Forces - Service - Wind Normal To Face

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face

L1 100.00-50.00

1468.80 3543.90 A B C

1 1 1

0.65 0.65 0.65

9 1 1 1

1 1 1

112.120 112.120 112.120

742.00 14.84 C

L2 50.00-9.58 1396.92 6704.21 A B C

1 1 1

0.65 0.65 0.65

8 1 1 1

1 1 1

129.132 129.132 129.132

697.34 17.25 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

7 1 1 1

1 1 1

31.491 31.491 31.491

149.93 17.47 C




Page

10 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face


1589.26

Tower Forces - Service - Wind 60 To Face

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face

L1 100.00-50.00

1468.80 3543.90 A B C

1 1 1

0.65 0.65 0.65

9 1 1 1

1 1 1

112.120 112.120 112.120

742.00 14.84 C

L2 50.00-9.58 1396.92 6704.21 A B C

1 1 1

0.65 0.65 0.65

8 1 1 1

1 1 1

129.132 129.132 129.132

697.34 17.25 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

7 1 1 1

1 1 1

31.491 31.491 31.491

149.93 17.47 C


1589.26

Tower Forces - Service - Wind 90 To Face

Section Elevation

ft

Add Weight

lb

Self Weight

lb

F a

c e

e CF

qz

psf

DF

DR

AE

ft2

F

lb

w

plf

Ctrl. Face

L1 100.00-50.00

1468.80 3543.90 A B C

1 1 1

0.65 0.65 0.65

9 1 1 1

1 1 1

112.120 112.120 112.120

742.00 14.84 C

L2 50.00-9.58 1396.92 6704.21 A B C

1 1 1

0.65 0.65 0.65

8 1 1 1

1 1 1

129.132 129.132 129.132

697.34 17.25 C

L3 9.58-1.00 296.52 2480.06 A B C

1 1 1

0.65 0.65 0.65

7 1 1 1

1 1 1

31.491 31.491 31.491

149.93 17.47 C


1589.26

Force Totals




Page

11 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Load Case

Vertical Forces

lb

Sum of Forces

X

lb

Sum of Forces

Z

lb

Sum of Overturning

Moments, Mx

lb-ft

Sum of Overturning

Moments, Mz

lb-ft

Sum of Torques

lb-ft Leg Weight 12728.17 Bracing Weight 0.00 Total Member Self-Weight 12728.17 15.33 -26.56 Total Weight 32185.21 15.33 -26.56 Wind 0 deg - No Ice 0.00 -27367.31 -2020153.61 -26.56 6.47 Wind 90 deg - No Ice 27367.31 0.00 15.33 -2020195.51 3.74 Wind 180 deg - No Ice 0.00 27367.31 2020184.28 -26.56 -6.47 Member Ice 8548.57 Total Weight Ice 70219.87 44.14 -76.46 Wind 0 deg - Ice 0.00 -7635.92 -558683.81 -76.46 5.87 Wind 90 deg - Ice 7635.92 0.00 44.14 -558804.41 3.39 Wind 180 deg - Ice 0.00 7635.92 558772.10 -76.46 -5.87 Total Weight 32185.21 15.33 -26.56 Wind 0 deg - Service 0.00 -10882.91 -803326.70 -26.56 2.57 Wind 90 deg - Service 10882.91 0.00 15.33 -803368.60 1.49 Wind 180 deg - Service 0.00 10882.91 803357.37 -26.56 -2.57

Load Combinations Comb.

No.

Description

1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 90 deg - No Ice 5 0.9 Dead+1.6 Wind 90 deg - No Ice 6 1.2 Dead+1.6 Wind 180 deg - No Ice 7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 1.2 Dead+1.0 Ice+1.0 Temp 9 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

10 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 11 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 12 Dead+Wind 0 deg - Service 13 Dead+Wind 90 deg - Service 14 Dead+Wind 180 deg - Service

Maximum Member Forces Section

No.

Elevation

ft

Component

Type

Condition Gov.

Load Comb.

Axial

lb

Major Axis

Moment lb-ft

Minor Axis

Moment lb-ft

L1 100 - 50 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -55753.21 -81.77 -47.21 Max. Mx 4 -20556.60 -1077699.0

4 -19.12

Max. My 6 -20556.62 -33.12 -1077685.01

Max. Vy 4 37414.03 -1077699.04

-19.12

Max. Vx 6 37414.02 -33.12 -1077685.01

Max. Torque 6 13.74 L2 50 - 9.58 Pole Max Tension 1 0.00 0.00 0.00




Page

12 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

lb

Major Axis Moment

lb-ft

Minor Axis Moment

lb-ft

Max. Compression 8 -70951.10 -81.78 -47.21 Max. Mx 4 -33138.35 -2700188.2

3 -19.62

Max. My 6 -33138.35 -33.99 -2700173.95

Max. Vy 4 43309.50 -2700188.23

-19.62

Max. Vx 6 43309.50 -33.99 -2700173.95

Max. Torque 2 -13.67 L3 9.58 - 1 Pole Max Tension 1 0.00 0.00 0.00

Max. Compression 8 -77649.03 -81.78 -47.22 Max. Mx 4 -38591.95 -3332155.4

5 -19.63

Max. My 6 -38591.96 -34.01 -3332141.15

Max. Vy 4 43813.49 -3332155.45

-19.63

Max. Vx 6 43813.49 -34.01 -3332141.15

Max. Torque 2 -13.63

Maximum Reactions

Location Condition Gov.

Load

Comb.

Vertical

lb

Horizontal, X

lb

Horizontal, Z

lb

Pole Max. Vert 8 77649.03 -0.00 -0.00 Max. Hx 14 32185.20 0.00 -10881.96 Max. Hz 3 28966.66 -0.00 43787.12 Max. Mx 2 3332102.09 -0.00 43786.83 Max. Mz 4 3332155.45 -43786.83 -0.00 Max. Torsion 6 13.63 -0.00 -43786.83 Min. Vert 5 28966.66 -43787.12 -0.00 Min. Hx 5 28966.66 -43787.12 -0.00 Min. Hz 7 28966.66 -0.00 -43787.12 Min. Mx 6 -3332141.15 -0.00 -43786.83 Min. Mz 7 25.07 -0.00 -43787.12 Min. Torsion 2 -13.63 -0.00 43786.83

Tower Mast Reaction Summary

Load

Combination Vertical

lb

Shearx

lb

Shearz

lb

Overturning

Moment, Mx lb-ft

Overturning

Moment, Mz lb-ft

Torque

lb-ft Dead Only 32185.21 0.00 0.00 15.33 -26.56 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice

38622.20 0.00 -43786.83 -3332102.09 -34.00 13.63

0.9 Dead+1.6 Wind 0 deg - No Ice

28966.66 0.00 -43787.12 -3305047.06 -25.07 12.74


38622.20 43786.83 0.00 19.63 -3332155.45 7.87

0.9 Dead+1.6 Wind 90 deg - No 28966.66 43787.12 0.00 14.47 -3305086.41 7.36




Page

13 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Load Combination

Vertical

lb

Shearx

lb

Shearz

lb

Overturning Moment, Mx

lb-ft

Overturning Moment, Mz

lb-ft

Torque

lb-ft Ice 1.2 Dead+1.6 Wind 180 deg - No Ice

38622.20 0.00 43786.83 3332141.15 -34.00 -13.63


28966.66 0.00 43787.12 3305075.86 -25.07 -12.74

1.2 Dead+1.0 Ice+1.0 Temp 77649.03 0.00 0.00 47.22 -81.78 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

77649.03 -0.00 -7635.86 -609109.81 -98.75 7.57

1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp

77649.03 7635.86 -0.00 57.02 -609265.59 4.37

1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp

77649.03 -0.00 7635.86 609223.85 -98.75 -7.57

Dead+Wind 0 deg - Service 32185.20 -0.00 -10881.96 -824901.92 -28.10 3.28 Dead+Wind 90 deg - Service 32185.20 10881.96 -0.00 16.22 -824946.23 1.90 Dead+Wind 180 deg - Service 32185.20 -0.00 10881.96 824934.36 -28.10 -3.28

Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions

% Error PX lb

PY lb

PZ lb

PX lb

PY lb

PZ lb

1 0.00 -32185.21 0.00 -0.00 32185.21 -0.00 0.000% 2 0.00 -38622.25 -43787.70 -0.00 38622.20 43786.83 0.001% 3 0.00 -28966.69 -43787.70 -0.00 28966.66 43787.12 0.001% 4 43787.70 -38622.25 0.00 -43786.83 38622.20 -0.00 0.001% 5 43787.70 -28966.69 0.00 -43787.12 28966.66 -0.00 0.001% 6 0.00 -38622.25 43787.70 -0.00 38622.20 -43786.83 0.001% 7 0.00 -28966.69 43787.70 -0.00 28966.66 -43787.12 0.001% 8 0.00 -77649.03 0.00 -0.00 77649.03 -0.00 0.000% 9 0.00 -77649.03 -7635.92 0.00 77649.03 7635.86 0.000%

10 7635.92 -77649.03 0.00 -7635.86 77649.03 0.00 0.000% 11 0.00 -77649.03 7635.92 0.00 77649.03 -7635.86 0.000% 12 0.00 -32185.21 -10882.91 0.00 32185.20 10881.96 0.003% 13 10882.91 -32185.21 0.00 -10881.96 32185.20 0.00 0.003% 14 0.00 -32185.21 10882.91 0.00 32185.20 -10881.96 0.003%

Non-Linear Convergence Results

Load

Combination

Converged? Number

of Cycles

Displacement

Tolerance

Force

Tolerance

1 Yes 6 0.00000001 0.00000001 2 Yes 10 0.00000001 0.00005827 3 Yes 10 0.00000001 0.00004612 4 Yes 10 0.00000001 0.00005827 5 Yes 10 0.00000001 0.00004612 6 Yes 10 0.00000001 0.00005827 7 Yes 10 0.00000001 0.00004612 8 Yes 6 0.00000001 0.00000001 9 Yes 11 0.00000001 0.00004955

10 Yes 11 0.00000001 0.00004958 11 Yes 11 0.00000001 0.00004957 12 Yes 9 0.00000001 0.00010658 13 Yes 9 0.00000001 0.00010659




Page

14 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

14 Yes 9 0.00000001 0.00010659

Maximum Tower Deflections - Service Wind

Section

No.

Elevation

ft

Horz.

Deflection in

Gov.

Load Comb.

Tilt

°

Twist

°

L1 100 - 50 17.524 13 1.5372 0.0000 L2 54.58 - 9.58 5.061 13 0.8952 0.0000 L3 15.5 - 1 0.373 13 0.2137 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov.

Load Comb.

Deflection

in

Tilt

°

Twist

°

Radius of

Curvature ft

102.50 Top Hat with (1) 6 ft, and (2) 4 ft branches

13 17.524 1.5372 0.0000 23429

100.00 (4) 96'' x 12'' x 6'' Panel Antenna w/ Mount Pipe

13 17.524 1.5372 0.0000 23429

95.70 (21) 4 ft branches 13 16.194 1.4818 0.0000 23429 90.00 (4) 96'' x 12'' x 6'' Panel Antenna w/

Mount Pipe 13 14.444 1.4078 0.0000 11714


Mount Pipe 13 11.467 1.2748 0.0000 5856

79.30 (20) 6 ft branches 13 11.266 1.2653 0.0000 5658 69.00 (30) 8 ft branches 13 8.434 1.1199 0.0000 3778 56.60 (30) 8 ft branches 13 5.482 0.9285 0.0000 2712 45.20 (25) 10 ft branches 13 3.349 0.7330 0.0000 2730

Maximum Tower Deflections - Design Wind

Section

No.

Elevation

ft

Horz.

Deflection

in

Gov.

Load

Comb.

Tilt

°

Twist

°

L1 100 - 50 70.774 4 6.2160 0.0002 L2 54.58 - 9.58 20.447 4 3.6192 0.0000 L3 15.5 - 1 1.509 4 0.8634 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.

Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of

Curvature

ft

102.50 Top Hat with (1) 6 ft, and (2) 4 ft branches

4 70.774 6.2160 0.0002 5895




Page

15 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of Curvature

ft

100.00 (4) 96'' x 12'' x 6'' Panel Antenna w/ Mount Pipe

4 70.774 6.2160 0.0002 5895


Mount Pipe 4 58.340 5.6928 0.0001 2946


Mount Pipe 4 46.320 5.1547 0.0001 1471

79.30 (20) 6 ft branches 4 45.505 5.1161 0.0001 1421 69.00 (30) 8 ft branches 4 34.070 4.5280 0.0001 946 56.60 (30) 8 ft branches 4 22.149 3.7540 0.0000 677 45.20 (25) 10 ft branches 4 13.534 2.9633 0.0000 679

Compression Checks

Pole Design Data Section

No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

φPn

lb

Ratio

Pu

φPn

L1 100 - 50 (1) TP33x20x0.25 50.00 0.00 0.0 25.0422 -20556.60 1738400.00 0.012 L2 50 - 9.58 (2) TP43.0092x31.3092x0.375 45.00 0.00 0.0 48.9133 -33138.40 3547220.00 0.009 L3 9.58 - 1 (3) TP44.49x40.72x0.375 14.50 0.00 0.0 52.5079 -38592.00 3729120.00 0.010

Pole Bending Design Data Section

No. Elevation

ft

Size

Mux

lb-ft

φMnx

lb-ft

Ratio

Mux

φMnx

Muy

lb-ft

φMny

lb-ft

Ratio

Muy

φMny

L1 100 - 50 (1) TP33x20x0.25 1077700.00 1128083.33 0.955 0.00 1128083.33 0.000 L2 50 - 9.58 (2) TP43.0092x31.3092x0.375 2700191.67 2993808.33 0.902 0.00 2993808.33 0.000 L3 9.58 - 1 (3) TP44.49x40.72x0.375 3332158.33 3380716.67 0.986 0.00 3380716.67 0.000

Pole Shear Design Data Section

No.

Elevation

ft

Size

Actual

Vu

lb

φVn

lb

Ratio

Vu

φVn

Actual

Tu

lb-ft

φTn

lb-ft

Ratio

Tu

φTn

L1 100 - 50 (1) TP33x20x0.25 37414.00 869198.00 0.043 7.90 2258925.00 0.000 L2 50 - 9.58 (2) TP43.0092x31.3092x0.375 43309.50 1773610.00 0.024 7.87 5994950.00 0.000 L3 9.58 - 1 (3) TP44.49x40.72x0.375 43813.50 1864560.00 0.023 7.87 6769700.00 0.000




Page

16 of 16

Vector Engineering


Project

U1223-255-131

Date

10:14:28 09/12/13

Sandy, UT 84070

Phone: (801) 990-1775 FAX: (801) 990-1776

Client

Larson Designed by

Clifton Palmer

Pole Interaction Design Data Section

No.

Elevation

ft

Ratio

Pu

φPn

Ratio

Mux

φMnx

Ratio

Muy

φMny

Ratio

Vu

φVn

Ratio

Tu

φTn

Comb.

Stress Ratio

Allow.

Stress Ratio

Criteria

L1 100 - 50 (1) 0.012 0.955 0.000 0.043 0.000 0.969

1.000 4.8.2

L2 50 - 9.58 (2) 0.009 0.902 0.000 0.024 0.000 0.912

1.000 4.8.2

L3 9.58 - 1 (3) 0.010 0.986 0.000 0.023 0.000 0.997

1.000 4.8.2

Section Capacity Table

Section

No.

Elevation

ft

Component

Type

Size Critical

Element

P

lb

øPallow

lb

%

Capacity

Pass

Fail

L1 100 - 50 Pole TP33x20x0.25 1 -20556.60 1738400.00 96.9 Pass L2 50 - 9.58 Pole TP43.0092x31.3092x0.375 2 -33138.40 3547220.00 91.2 Pass L3 9.58 - 1 Pole TP44.49x40.72x0.375 3 -38592.00 3729120.00 99.7 Pass

Summary Pole (L3) 99.7 Pass RATING = 99.7 Pass

Program Version 6.1.3.1 - 7/25/2013 File:N:/2013 Projects/U1223 Larson Camouflage/U1223-255-131 629100 South Providence (MO, 100' monopine direct buried foundation, G)/Eng/Tower/3525 100' Pine.eri



Sandy, UT 84070 Phone: (801) 990-1775

FAX: (801) 990-1776





Dwg No. E-4

0

0

50000

50000

Global Mast Shear (lb)

100.00

50.00

9.58

1.00

Ele

vati

on

(ft

)

0

0

5e+006

5e+006

Global Mast Moment (lb-ft)

100.00

50.00

9.58

1.00

TIA-222-G - 90 mph/40 mph 1.0000 in Ice Exposure C Maximum Values

Vx Vz Mx Mz



Sandy, UT 84070 Phone: (801) 990-1775

FAX: (801) 990-1776





Dwg No. E-5

TIA-222-G - Service - 60 mph Maximum Values

0

0

5

5

10

10

15

15

20

20

Deflection (in)

100.00

50.00

9.58

1.00

Ele

vati

on

(ft

)

0

0

0.5

0.5

1

1

1.5

1.5

2

2

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)

100.00

50.00

9.58

1.00





SHEET OF


Unreinforced Access Port Analysis @ 78' A.G.L.

Unreinforced Access Port:

Port Width: 8 inches

Pole Shaft Loading:

Mu: 320.37 kip-ft

Pu: 13.98 kips

Vu: 27.4 kips

Properties @ Access Port:

Pole Flat-Flat Outer Dia.: 26.0 in

Pole Thickness, TK: 0.25 in

APoleNoAccess: 20.2 in2

IPoleNoAccess: 1672.5 in4

SPoleNoAccess: 128.8 in3

Aunreinforced: 14.2 in2

Iunreinforced: 1172.4 in4

Sunreinforced: 90.3 in3

K: 1

L: 48 ft

r: 9.10 in

Fy: 65 ksi

F'y: 81.9 ksi

KL/r: 63.3

λc: 1.1

Fcr: 50.7 ksi

Mn: 616.2 kip-ft 57.8%

Pn: 718.0 kip 2.2%

Vn: 580.3 kip 5.2%

Interaction Check: 0.60 60.2%

Result: OK

4.8.2

Applicable Section of

TIA-222-G Code:

4.7.3

4.5.4.2

4.8.2

Note:Section properities are based on an equivalent circular tube as shown in the illustration above. The outer diameter of the circle is equal to the flat-flat diameter of the polygon; thus, the properties are conservative.





SHEET OF


Reinforced Access Port Analysis

Reinforced Access Port:

Width, w: 10 inches

Height 30 inches

Thickness, t1: 0.75 inches

Depth, d: 3 inches

Projection, p: 0.5 inches

Pole Shaft Loading:

Mu: 3332 kip-ft

Pu: 77.6 kips

Vu: 43.8 kips

Properties @ Access Port:

Flat-Flat Dia: 52.3 in

Pole Thickness, t2: 0.375 in

APoleNoAccess: 61.2 in2

IPoleNoAccess: 20605.8 in4

SPoleNoAccess: 788.1 in3

Areinforced: 62.6 in2

E: 29000 ksi

Ireinforced: 20735.7 in4

Rim Fy: 50 ksi

Sreinforced: 793.1 in3

Pole Fy: 65 ksi

K: 1

L: 100 ft

r: 18.20 in

F'y: 74.6 ksi

KL/r: 65.9

λc: 1.1

Fcr: 46.4 ksi

Mn: 4927.5 kip-ft

Pn: 2905.8 kip

Vn: 2334.1 kip

Interaction Check: 0.78 OKAY

Added Weight Per Port 19 lbs

Note:Section properities are base on an equivalent circular tube as shown in the illustration above. The outer diameter of the circle is equal to the flat-flat diameter of the polygon thus the properties are conservative.


TIA Rev GSite Data Reactions

Project #: Mu: 3332 ft-kips

Site Name: Axial, Pu: 77.6 kips

Date: Shear, Vu: 43.8 kips

Other

If No stiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases

Qty: 14

Diam: 2.25 in

Rod Material: A615-J Anchor Rod Results Rigid

Strength (Fu): 100 ksi Max Rod (Cu+ Vu/ή): 231.5 Kips AISC LRFD

Yield (Fy): 75 ksi Allowable Axial, Φ*Fu*Anet: 260.0 Kips φ*Tn

Bolt Circle: 52 in Anchor Rod Stress Ratio: 89.0% Pass

Diam: 58 in Base Plate Results Flexural Check Rigid

Thick: 2.25 in Base Plate Stress: 40.0 ksi AISC LRFD

Grade: 50 ksi Allowable Plate Stress: 45.0 ksi φ*Fy

Single-Rod B-eff: 10.09 in Base Plate Stress Ratio: 89.0% Pass Y.L. Length:

26.92

n/a

Config: 0 * Stiffener Results

Weld Type: Fillet Horizontal Weld : n/a

Groove Depth: 0.25 <-- Disregard Vertical Weld: n/a

Groove Angle: 45 <-- Disregard Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a

Fillet H. Weld: 0.25 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: n/a

Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a

Width: 5 in

Height: 18 in Pole Results

Thick: 0.75 in Pole Punching Shear Check: n/a

Notch: 0.5 in

Grade: 36 ksi

Weld str.: 70 ksi

Diam: 44.49 in

Thick: 0.375 in

Grade: 65 ksi

# of Sides: 18 "0" IF Round

Fu 80 ksi

Reinf. Fillet Weld 0.375 "0" if None

* 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt

** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes

Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material

03/22/13

Pole Data

Anchor Rod Data

Plate Data

Stiffener Data (Welding at both sides)

U1223-255-131

SOUTH PROVIDENCE

Pole Manufacturer:

CCIplate 1.2 - Circular Base G 1.2, Effective October 26, 2009 Analysis Date: 9/12/2013





SHEET OF


Foundation Design





SHEET OF


Anchorage Embedment Design

Vertical Bar Size: #11

Conc. Comp. Strength: 4000 psi

Pier Diameter: 6 ft

Pier Depth: 20 ft

Top of Pier Elevation: 6 inches

Concrete Volume 21.5 yards

Side Conc. Cover: 4 inches

Top Conc. Cover: 3 inches

Bolt Circle Dia.: 52 inches

Horizontal Tie Size: #4

# Anchor Rods: 14

Anchor Rod Dia: 2.25 inches

ψt (bar loc. factor): 1.0 ACI 12.2.4a

ψe (epoxy coating factor): 1.0 ACI 12.2.4b

ψs (bar size factor): 1.0 ACI 12.2.4.c

λ (concrete type factor): 1.0 ACI 12.2.4.d

Bar Diameter: 1.4 in

Horiz. Tie Diameter: 0.5 in

Min.Clr Dist. Btwn Anchor & Rod: 3.0 in

Max. Clr Dist. Btwn Anchor & Rod: 6.1 in

Req'd Lap Length: 50.9 in ACI 12.2.2

Min. Required Embedment Depth: 61.8 in

133963 lbs

Transverse Reinforcement Design(see 2009 IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2)

Seismic Design Category: C

Site Class: D

Type of Transverse Reinforcement: Spiral

Transverse fyt: 60 ksi

Seismic Hooks Required? Yes

Tie Size OK? Yes

Spacing at Top of Pier: 6 in

Spacing at Bottom of Pier: 22 in

Total Pier Length 20.5 ft

Top Pier Length: 18 ft

Bottom Pier Length: 2.5 ft

Available Pullout with Heavy Hex

Nut: 8*Abrg*f'c - (Per ACI D15)

Required Lap Length + Max distance between

anchor and rod + 0.5*Bar diameter +

0.5*Anchor diameter + Top cover





SHEET OF


Drilled Pier Design

Max. Shear, Vu / 0.75 = 58.4 k Max. Down, Pu-down / 0.75 = 103.5 k

Max. Moment, Mu / 0.75 = 4,442.9 k-ft Max. Uplift, Pu-uplift / 0.75 (opt'l) = 0.0 k

Pier Properties:

Pier Diameter, b: 6.0 ft Volume of Concrete: 580 ft3

Min. Pier Diameter, bmin (opt'l): 5.0 ft Volume of Concrete: 21.5 yd3

Top of Pier Elevation: 0.50 ft Weight of Concrete: 86.9 k

Pier Depth, d: 20.0 ft

Min. Pier Depth, dmin (opt'l): ft

Max. Pier Depth, dmax (opt'l): ft Optional Parameters for Uplift:

Soil Properties: Skin Friction: 550 psf

Factor of Safety: 3

Allow. Bearing Pressure: 7,500 psf Top Length to Ignore: 5.0 ft

Factor of Safety: 3

1/3 increase for short term loads? No No

Combine w/ Bearing: Yes

Check Bearing:

Bearing Capacity: 1,102.7 k Bearing capacity OK.

Check Uplift:

Uplift Capacity: 544.8 k Uplift capacity OK.

Check Lateral Bearing:

See L-pile Analysis. Lateral bearing capacity OK.

Design Loads (Factored / φφφφs):

1/3 increase for short

term loads?


Concrete Column ENERCALC, INC. 1983-2012, Build:6.12.9.26, Ver:6.0.25

Licensee : VECTOR STRUCTURAL ENGINEERSLic. # : KW-06004714

File: N:\2013 Projects\U1223 Larson Camouflage\U1223-255-131 629100 South Providence (MO, 100' monopine direct buried foundation, G)\Eng\pier.ec6

Description : Pier

.Code References

Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05

Load Combinations Used : IBC 2006

ASTM A615 Bars Used

4.0 ksi

fy - Main Rebar 60.0 ksi

Density = 145.0 pcf

E - Main Rebar 29,000.0

=

ksi

β 0.850

ksi

Min. Reinf. 0.250%=Max. Reinf. 8.0%

20.50

Allow. Reinforcing Limits

3,605.0E = Overall Column Height ft=

General Information

=

=

f'c : Concrete 28 day strengthEnd Fixity Top Free, Bottom Fixed=

==

Y-Y (depth) axis :X-X (width) axis :

Fully braced against buckling along Y-Y AxisFully braced against buckling along X-X Axis

Brace condition for deflection (buckling) along columns :

Load Combination :IBC 2006

..

72.0 inY

Y

X X#11

#11

#11#11

#11#11#11#11#11

#11

#11

#11

#11

#11#11

#11#11#11#11#11

#11

#11

72.0in Diameter, Column Edge to Rebar Edge

Cover = 4.50in

Column Reinforcing :

Column Dimensions :

22 - #11 bars

Column Cross Section

.Applied Loads Entered loads are factored per load combinations specified by user.

Column self weight included : 84,045.5 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 20.50 ft above base, D = 64.70 k

BENDING LOADS . . .

Lat. Point Load at 20.50 ft creating Mx-x, W = 27.440 k

Moment acting about X-X axis, W = 2,290.0 k-ft.DESIGN SUMMARY

Maximum Stress Ratio =

Location of max.above base 20.362 ft

Pu = 133.871 k * Pn = 114.021 k

Mu-x = -4,564.03 k-ft

Load Combination +0.90D+1.60W+1.60H

0.0 k-ft

General Section Information . . .

: 1 0.973

Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5

* Mn-x =

ϕ4,756.50 k-ft

* Mn-y =Mu-y = 0.0 k-ft

Maximum SERVICE Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 kTop along X-X 27.440 k Bottom along X-X 27.440 k

Maximum SERVICE Load Deflections . . .

Along Y-Y 0.2022 in at 20.50 ft above baseϕ

for load combination : W Only

Along X-X 0.0 in at 0.0 ft

Column Capacities . . .

above base180.0 degMu Angle =for load combination :k-ft

Pn & Mn values located at Pu-Mu vector intersection with capacity curve

ϕMu at Angle =

0.850

k-ft4,692.17Mn at Angle =4,564.03

0.8429 % Rebar % Ok

0.70

4,071.50 in^2

34.320 in^2

ϕ

ρk15,785.6

Pn, max : Usable Compressive Axial Capacity

Pnmax : Nominal Max. Compressive Axial Capacity-2,059.20 k

: % Reinforcingβ = θ

Pnmin : Nominal Min. Tension Axial Capacity

9,392.45

ϕ

kPn, min : Usable Tension Axial Capacity -1,441.44 k

ϕ Concrete Area

ϕ

0.850

Reinforcing Area

==

.

Page 30 of 66




Description : Pier

Governing Load Combination Results

Load CombinationDist. from

δAxial Load k k-ftMoment SourceGoverning Factored Bending Analysis Utilization

δbase ftY-Y Pu * Pn x * Mux MuδAlpha (deg)x δ yϕ ϕX-X Mn Ratioδy * Muy

+1.40D 208.24 20.36 9,392.45 0.022 0.000+1.20D+1.60Lr+0.80W 178.49 20.36 436.50 -2,282.02 5,328.27 0.428180.000Actual 2,282.021.000

+1.20D+1.60S+0.80W 178.49 20.36 436.50 -2,282.02 5,328.27 0.428180.000Actual 2,282.021.000

+1.20D+0.50Lr+0.50L+1.60W 178.49 20.36 178.39 -4,564.03 4,820.89 0.947180.000Actual 4,564.031.000

+1.20D+0.50L+0.50S+1.60W 178.49 20.36 178.39 -4,564.03 4,820.89 0.947180.000Actual 4,564.031.000

+0.90D+1.60W+1.60H 133.87 20.36 114.02 -4,564.03 4,692.17 0.973180.000Actual 4,564.031.000

.Note: Only non-zero reactions are listed.

Load Combination

Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction

@ Base @ Top @ Base @ Base @ Top

Maximum Reactions - Unfactored

D Only 148.745 kk kW Only kk k 27.440 27.440D+W 148.745 kk k 27.440 27.440

.Maximum Deflections for Load Combinations - Unfactored LoadsMax. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000

W Only 0.0000 0.202 20.500 ftft inin 0.000

D+W 0.0000 0.200 20.362 ftft inin 0.000

.Sketches

72.0 in

Y

Y

X X#11

#11

#11

#11

#11#11#11

#11

#11

#11

#11

#11

#11

#11

#11

#11#11 #11

#11

#11

#11

#11

Heig

ht

= 2

0.5

0 f

t

64.70k

27.44k

###.##kft

M-y Loads

Looking along X-X Axis

Heig

ht =

20.5

0 ft

64.70k

Looking along Y-Y Axis

.Interaction Diagrams

0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4

Phi * Mn @ Alpha (k-ft)Concrete Column P-M Interaction Diagram

990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0

Phi *

Pn

(k)

Load Comb. = +1.40D, Alpha= 0.0deg, (208.24, 0.00)0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4


990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0

Phi *

Pn

(k)

Load Comb. = +1.20D+1.60Lr+0.80W, Alpha= 180.0deg, (178.49, 2,282.02)0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4


990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0P

hi *

Pn

(k)

Load Comb. = +1.20D+1.60S+0.80W, Alpha= 180.0deg, (178.49, 2,282.02)

Page 31 of 66




Description : Pier

0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4


990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0

Phi *

Pn

(k)

Load Comb. = +1.20D+0.50Lr+0.50L+1.60W, Alpha= 180.0deg, (178.49, 4,564.03)0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4


990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0

Phi *

Pn

(k)

Load Comb. = +1.20D+0.50L+0.50S+1.60W, Alpha= 180.0deg, (178.49, 4,564.03)0.010,841.121,682.332,523.443,364.654,205.765,046.875,888.086,729.197,570.3108,411.4


990.0

1,980.0

2,970.0

3,960.0

4,950.0

5,940.0

6,930.0

7,920.0

8,910.0

9,900.0

Phi *

Pn

(k)

Load Comb. = +1.20D+0.50L+0.50S+1.60W, Alpha= 180.0deg, (178.49, 4,564.03)

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3525.lp6o================================================================================

LPile Plus for Windows, Version 6.0 (6.0.09)

Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method

(c) 1985-2010 by Ensoft, Inc. All Rights Reserved

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

This program is licensed to:

CliftonVector Engineers

-------------------------------------------------------------------------------- Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations: N:\2013 Projects\U1223 Larson Camouflage\U1223-255-131 629100 South Providence (MO, 100' monopine direct buried foundation, G)\Eng\LPile\Name of input data file: 3525.lp6dName of output file: 3525.lp6oName of plot output file: 3525.lp6pName of runtime file: 3525.lp6r

-------------------------------------------------------------------------------- Date and Time of Analysis--------------------------------------------------------------------------------

Date: September 13, 2013 Time: 9:45:53

-------------------------------------------------------------------------------- Problem Title--------------------------------------------------------------------------------

Project Name: South Providence Job Number: U1223-255-131 Client: Larson Camouflage Engineer: CMP Description: 100'-0" Monopine

Page 1

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3525.lp6o

-------------------------------------------------------------------------------- Program Options--------------------------------------------------------------------------------

Units Used - US Customary Units: pounds, inches, feet

Basic Program Options:

This analysis computes nonlinear bending stiffness and nominal Moment Capacity with Pile Response Computed Using Nonlinear EI

Computation Options:- Only internally-generated p-y curves used in analysis- Analysis does not use p-y multipliers (individual pile or shaft action only)- Analysis assumes no shear resistance at pile tip- Analysis for fixed-length pile or shaft only- No computation of foundation stiffness matrix elements- Output pile response for full length of pile- Analysis assumes no soil movements acting on pile- No p-y curves to be computed and output for user-specified depths

Solution Control Parameters:- Number of pile increments = 100- Maximum number of iterations allowed = 200- Deflection tolerance for convergence = 1.0000E-04 in- Maximum allowable deflection = 100.0000 in

Pile Response Output Options:- 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

-------------------------------------------------------------------------------- Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Total Number of Sections = 1

Total Pile Length = 20.50 ft

Depth of ground surface below top of pile = 5.00 ft

Slope angle of ground surface = 0.00 deg.

Pile dimensions used for p-y curve computations defined using 2 points.p-y curves are computed using values of pile diameter interpolated over the length of the pile.

Point Depth Pile X Diameter ft in----- --------- ----------- 1 0.00000 72.0000000 2 20.500000 72.0000000

Input Structural Properties:----------------------------

Section No. 1:

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3525.lp6o Section Type = Drilled Shaft (Bored Pile) Section Length = 20.500 ft Section Diameter = 72.000 in

-------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

-------------------------------------------------------------------------------- Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 4 layers

Layer 1 is stiff clay without free water using initial selected k, 2004

Distance from top of pile to top of layer = 5.000 ftDistance from top of pile to bottom of layer = 10.600 ftp-y subgrade modulus k for top of soil layer = 800.000 lbs/in**3p-y subgrade modulus k for bottom of layer = 800.000 lbs/in**3

Layer 2 is weak rock, p-y criteria by Reese, 1997

Distance from top of pile to top of layer = 10.600 ftDistance from top of pile to bottom of layer = 20.000 ftInitial modulus of rock at top of layer = 1.0000E+04 lbs/in**2Initial modulus of rock at bottom of layer = 1.0000E+04 lbs/in**2





(Depth of lowest layer extends 69.50 ft below pile tip)

-------------------------------------------------------------------------------- Effective Unit Weight of Soil vs. Depth--------------------------------------------------------------------------------

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3525.lp6oEffective unit weight of soil with depth defined using 8 points

Point Depth X Eff. Unit Weight No. ft pcf----- ---------- ---------------- 1 5.00 120.00000 2 10.60 120.00000 3 10.60 130.00000 4 20.00 130.00000 5 20.00 130.00000 6 80.00 130.00000 7 80.00 130.00000 8 90.00 130.00000

-------------------------------------------------------------------------------- Summary of Soil Properties--------------------------------------------------------------------------------

Layer Soil Type Depth Eff. Unit Cohesion Friction qu RQD Epsilon 50 kpy Rock Emass krm Test Type Test Prop. Elas. Subgr. Num. (p-y Curve Criteria) ft Wt., pcf psf Ang., deg. psi percent pci psi pci ----- ---------------------------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ------------ 1 Stiff Clay w/o Free Water, using k 5.000 120.000 3000.000 -- -- -- 0.00400 800.000 -- -- -- -- -- 10.600 120.000 3000.000 -- -- -- 0.00400 800.000 -- -- -- -- -- 2 Weak Rock 10.600 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- -- 20.000 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- -- 3 Weak Rock 20.000 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- -- 80.000 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- -- 4 Weak Rock 80.000 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- -- 90.000 130.000 -- -- 250.000 25.000 -- -- 10000.000 5.00E-04 -- -- --

-------------------------------------------------------------------------------- Loading Type--------------------------------------------------------------------------------

Cyclic loading criteria was used for computation of p-y curves.

Number of cycles of loading = 52

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3525.lp6o

-------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 3

Load Load Condition 1 Condition 2 Axial Thrust No. Type Force, lbs----- ---- -------------------- ----------------------- ---------------- 1 1 V = 58383.000 lbs M = 53314480.000 in-lbs 103532.000 2 1 V = 27367.000 lbs M = 24991163.000 in-lbs 64708.000 3 1 V = 21766.000 lbs M = 19280856.000 in-lbs 64370.000

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

Axial thrust values were determined from pile-head loading conditions

Number of Sections = 1

Section No. 1:

Dimensions and Properties of Drilled Shaft:

Length of Section = 246.00000000 inShaft Diameter = 72.00000000 in Concrete Cover Thickness = 4.50000000 in Number of Reinforcing Bars = 22 bars Yield Stress of Reinforcing Bars = 60.00000000 ksi Modulus of Elasticity of Reinforcing Bars = 29000. ksi Gross Area of Shaft = 4071.50407905 sq. in.Total Area of Reinforcing Steel = 34.32000000 sq. in.Area Ratio of Steel Reinforcement = 0.84 percentNom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 15785.626 kips Tensile Load for Cracking of Concrete = -1793.929 kips Nominal Axial Tensile Capacity = -2059.200 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches ---------- ---------- ---------- ---------- ---------- 1 1.41000 1.56000 30.79500 0.00000 2 1.41000 1.56000 29.54759 8.67595 3 1.41000 1.56000 25.90640 16.64903 4 1.41000 1.56000 20.16644 23.27331 5 1.41000 1.56000 12.79271 28.01212 6 1.41000 1.56000 4.38259 30.48155 7 1.41000 1.56000 -4.38259 30.48155 8 1.41000 1.56000 -12.79271 28.01212 9 1.41000 1.56000 -20.16644 23.27331 10 1.41000 1.56000 -25.90640 16.64903 11 1.41000 1.56000 -29.54759 8.67595 12 1.41000 1.56000 -30.79500 0.00000 13 1.41000 1.56000 -29.54759 -8.67595

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3525.lp6o 14 1.41000 1.56000 -25.90640 -16.64903 15 1.41000 1.56000 -20.16644 -23.27331 16 1.41000 1.56000 -12.79271 -28.01212 17 1.41000 1.56000 -4.38259 -30.48155 18 1.41000 1.56000 4.38259 -30.48155 19 1.41000 1.56000 12.79271 -28.01212 20 1.41000 1.56000 20.16644 -23.27331 21 1.41000 1.56000 25.90640 -16.64903 22 1.41000 1.56000 29.54759 -8.67595

Concrete Properties:

Compressive Strength of Concrete = 4.0000000 ksi Modulus of Elasticity of Concrete = 3604.9965326 ksi Modulus of Rupture of Concrete = -0.4743416 ksi Compression Strain at Peak Stress = 0.0018863Tensile Strain at Fracture = -0.0001154Maximum Coarse Aggregate Size = 0.7500000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 3

Number Axial Thrust Force kips ------ ------------------ 1 64.370 2 64.708 3 103.532

Definitions of Run Messages and Notes:

C = concrete in section has cracked in tension Y = stress in reinforcing steel has reached yield stress T = tensile strain in reinforcement exceeds 0.005 when compressive strain in concrete is less than 0.003. Z = depth of tensile zone in concrete section is less than 10 percent of section depth Bending Stiffness (EI) = Bending Moment / Curvature Position of neutral axis is computed from compression side of pile Compressive stresses are positive in sign. Tensile stresses are negative in sign.

Axial Thrust Force = 64.370 kips

Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi ------------- ------------- ------------- ------------- ------------- -------------------------- ------------- --- 0.000000417 2492.2226301 5981334312. 44.5549018 0.0000186 -0.0000114 0.0777180 0.5340217 0.000000833 4972.8710409 5967445249. 40.2909505 0.0000336 -0.0000264 0.1398835 0.9649980 0.000001250 7441.1018419 5952881474. 38.8697769 0.0000486 -0.0000414 0.2015532 1.3959794 0.000001667 9896.9086405 5938145184. 38.1592506 0.0000636 -0.0000564 0.2627267 1.8269638 0.000002083 12340. 5923339510. 37.7329758 0.0000786 -0.0000714

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3525.lp6o 0.3234039 2.2579506 0.000002500 14771. 5908499062. 37.4488248 0.0000936 -0.0000864 0.3835849 2.6889398 0.000002917 17190. 5893638718. 37.2458869 0.0001086 -0.0001014 0.4432695 3.1199313 0.000003333 17190. 5156933878. 20.7752967 0.0000693 -0.0001707 0.2834098 -4.9169213 C 0.000003750 17190. 4583941225. 20.3513969 0.0000763 -0.0001937 0.3116328 -5.5776356 C 0.000004167 17190. 4125547102. 20.0048525 0.0000834 -0.0002166 0.3396227 -6.2392470 C 0.000004583 17190. 3750497366. 19.7189800 0.0000904 -0.0002396 0.3674628 -6.9011689 C 0.000005000 17190. 3437955919. 19.4745391 0.0000974 -0.0002626 0.3950715 -7.5639918 C 0.000005417 17190. 3173497771. 19.2684494 0.0001044 -0.0002856 0.4225910 -8.2266977 C 0.000005833 17190. 2946819359. 19.0924948 0.0001114 -0.0003086 0.4500213 -8.8892863 C 0.000006250 17190. 2750364735. 18.9347786 0.0001183 -0.0003317 0.4772161 -9.5528214 C 0.000006667 17190. 2578466939. 18.7969381 0.0001253 -0.0003547 0.5043106 -10.2163253 C 0.000007083 17190. 2426792413. 18.6759005 0.0001323 -0.0003777 0.5313169 -10.8797087 C 0.000007500 17190. 2291970612. 18.5688671 0.0001393 -0.0004007 0.5582349 -11.5429714 C 0.000007917 17190. 2171340580. 18.4736282 0.0001462 -0.0004238 0.5850644 -12.2061128 C 0.000008333 17190. 2062773551. 18.3884162 0.0001532 -0.0004468 0.6118053 -12.8691327 C 0.000008750 17190. 1964546239. 18.3096100 0.0001602 -0.0004698 0.6383829 -13.5325864 C 0.000009167 17190. 1875248683. 18.2372687 0.0001672 -0.0004928 0.6648310 -14.1962260 C 0.000009583 17190. 1793716132. 18.1716716 0.0001741 -0.0005159 0.6911914 -14.8597396 C 0.0000100 17190. 1718977959. 18.1119772 0.0001811 -0.0005389 0.7174640 -15.5231266 C 0.0000104 17190. 1650218841. 18.0574784 0.0001881 -0.0005619 0.7436487 -16.1863867 C 0.0000108 17190. 1586748886. 18.0075771 0.0001951 -0.0005849 0.7697452 -16.8495195 C 0.0000113 17190. 1527980408. 17.9617637 0.0002021 -0.0006079 0.7957535 -17.5125246 C 0.0000117 17190. 1473409679. 17.9196015 0.0002091 -0.0006309 0.8216733 -18.1754015 C 0.0000121 17190. 1422602449. 17.8807138 0.0002161 -0.0006539 0.8475045 -18.8381498 C 0.0000125 17190. 1375182367. 17.8447745 0.0002231 -0.0006769 0.8732471 -19.5007692 C 0.0000129 17190. 1330821646. 17.8114993 0.0002301 -0.0006999 0.8989007 -20.1632592 C 0.0000133 17190. 1289233470. 17.7806396 0.0002371 -0.0007229 0.9244654 -20.8256193 C 0.0000138 17190. 1250165789. 17.7519768 0.0002441 -0.0007459 0.9499409 -21.4878492 C 0.0000142 17190. 1213396207. 17.7253182 0.0002511 -0.0007689 0.9753270 -22.1499484 C 0.0000146 17190. 1178727744. 17.7004929 0.0002581 -0.0007919 1.0006236 -22.8119165 C 0.0000150 17190. 1145985306. 17.6773492 0.0002652 -0.0008148 1.0258307 -23.4737530 C

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3525.lp6o 0.0000154 17190. 1115012730. 17.6557518 0.0002722 -0.0008378 1.0509479 -24.1354576 C 0.0000158 17557. 1108887582. 17.6353676 0.0002792 -0.0008608 1.0759630 -24.7971270 C 0.0000163 17982. 1106600679. 17.6156067 0.0002863 -0.0008837 1.1008468 -25.4589953 C 0.0000171 18831. 1102323913. 17.5798173 0.0003003 -0.0009297 1.1503468 -26.7823155 C 0.0000179 19680. 1098396906. 17.5484320 0.0003144 -0.0009756 1.1994889 -28.1050771 C 0.0000188 20527. 1094772741. 17.5208710 0.0003285 -0.0010215 1.2482718 -29.4272763 C 0.0000196 21373. 1091412483. 17.4966531 0.0003426 -0.0010674 1.2966942 -30.7489090 C 0.0000204 22219. 1088283554. 17.4753759 0.0003568 -0.0011132 1.3447548 -32.0699711 C 0.0000213 23064. 1085358481. 17.4567001 0.0003710 -0.0011590 1.3924521 -33.3904585 C 0.0000221 23908. 1082613933. 17.4403378 0.0003851 -0.0012049 1.4397849 -34.7103669 C 0.0000229 24751. 1080029974. 17.4260430 0.0003993 -0.0012507 1.4867518 -36.0296922 C 0.0000238 25593. 1077589401. 17.4136043 0.0004136 -0.0012964 1.5333512 -37.3484305 C 0.0000246 26434. 1075277524. 17.4028391 0.0004278 -0.0013422 1.5795821 -38.6665763 C 0.0000254 27274. 1073081386. 17.3935888 0.0004421 -0.0013879 1.6254427 -39.9841258 C 0.0000263 28113. 1070989742. 17.3857150 0.0004564 -0.0014336 1.6709318 -41.3010746 C 0.0000271 28952. 1068992726. 17.3790964 0.0004707 -0.0014793 1.7160478 -42.6174182 C 0.0000279 29789. 1067081646. 17.3736263 0.0004850 -0.0015250 1.7607893 -43.9331518 C 0.0000288 30626. 1065248819. 17.3692105 0.0004994 -0.0015706 1.8051548 -45.2482708 C 0.0000296 31462. 1063487421. 17.3657653 0.0005137 -0.0016163 1.8491428 -46.5627705 C 0.0000304 32296. 1061791374. 17.3632165 0.0005281 -0.0016619 1.8927518 -47.8766461 C 0.0000313 33130. 1060155249. 17.3614976 0.0005425 -0.0017075 1.9359802 -49.1898927 C 0.0000321 33963. 1058574173. 17.3605494 0.0005570 -0.0017530 1.9788266 -50.5025054 C 0.0000329 34794. 1057043769. 17.3603186 0.0005714 -0.0017986 2.0212892 -51.8144791 C 0.0000338 35625. 1055560087. 17.3607572 0.0005859 -0.0018441 2.0633666 -53.1258088 C 0.0000346 36455. 1054119556. 17.3618220 0.0006004 -0.0018896 2.1050572 -54.4364893 C 0.0000354 37284. 1052718937. 17.3634738 0.0006150 -0.0019350 2.1463592 -55.7465154 C 0.0000363 38112. 1051355288. 17.3656772 0.0006295 -0.0019805 2.1872712 -57.0558817 C 0.0000371 38938. 1050025930. 17.3684001 0.0006441 -0.0020259 2.2277913 -58.3645830 C 0.0000379 39764. 1048728414. 17.3716132 0.0006587 -0.0020713 2.2679180 -59.6726136 C 0.0000387 40589. 1047460501. 17.3752897 0.0006733 -0.0021167 2.3076495 -60.0000000 CY 0.0000396 41413. 1046220137. 17.3794054 0.0006879 -0.0021621 2.3469840 -60.0000000 CY 0.0000404 42236. 1045005437. 17.3839379 0.0007026 -0.0022074

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3525.lp6o 2.3859200 -60.0000000 CY 0.0000412 43057. 1043814663. 17.3888667 0.0007173 -0.0022527 2.4244555 -60.0000000 CY 0.0000421 43858. 1042169056. 17.3915220 0.0007319 -0.0022981 2.4622955 -60.0000000 CY 0.0000429 44530. 1037591848. 17.3778599 0.0007458 -0.0023442 2.4978675 -60.0000000 CY 0.0000437 45165. 1032339362. 17.3604219 0.0007595 -0.0023905 2.5325404 -60.0000000 CY 0.0000446 45740. 1025940102. 17.3362251 0.0007729 -0.0024371 2.5659696 -60.0000000 CY 0.0000454 46203. 1017306312. 17.2985631 0.0007856 -0.0024844 2.5973769 -60.0000000 CY 0.0000462 46661. 1008880805. 17.2620462 0.0007984 -0.0025316 2.6284122 -60.0000000 CY 0.0000471 47118. 1000741852. 17.2271563 0.0008111 -0.0025789 2.6591388 -60.0000000 CY 0.0000479 47575. 992874437. 17.1938105 0.0008239 -0.0026261 2.6895559 -60.0000000 CY 0.0000487 48022. 985058199. 17.1605749 0.0008366 -0.0026734 2.7195035 -60.0000000 CY 0.0000496 48396. 976050066. 17.1191174 0.0008488 -0.0027212 2.7480064 -60.0000000 CY 0.0000529 49628. 937843252. 16.9354448 0.0008962 -0.0029138 2.8551030 -60.0000000 CY 0.0000562 50839. 903796691. 16.7672427 0.0009432 -0.0031068 2.9566447 -60.0000000 CY 0.0000596 51768. 868831987. 16.5813562 0.0009880 -0.0033020 3.0489793 -60.0000000 CY 0.0000629 52508. 834566869. 16.3929522 0.0010314 -0.0034986 3.1342813 -60.0000000 CY 0.0000662 53244. 803684768. 16.2261644 0.0010750 -0.0036950 3.2159065 -60.0000000 CY 0.0000696 53971. 775625351. 16.0696840 0.0011182 -0.0038918 3.2927871 -60.0000000 CY 0.0000729 54612. 748959463. 15.9157169 0.0011605 -0.0040895 3.3642485 -60.0000000 CY 0.0000762 55018. 721543197. 15.7417792 0.0012003 -0.0042897 3.4278228 -60.0000000 CY 0.0000796 55420. 696374825. 15.5841681 0.0012402 -0.0044898 3.4882608 -60.0000000 CY 0.0000829 55817. 673168783. 15.4381519 0.0012801 -0.0046899 3.5451985 -60.0000000 CY 0.0000862 56206. 651660065. 15.2980124 0.0013195 -0.0048905 3.5981523 -60.0000000 CY 0.0000896 56592. 631720941. 15.1700378 0.0013590 -0.0050910 3.6480252 -60.0000000 CY 0.0000929 56975. 613181928. 15.0529474 0.0013987 -0.0052913 3.6947802 -60.0000000 CY 0.0000963 57355. 595896996. 14.9456388 0.0014385 -0.0054915 3.7383792 -60.0000000 CY 0.0000996 57647. 578878519. 14.8319619 0.0014770 -0.0056930 3.7772713 -60.0000000 CY 0.0001029 57838. 561985416. 14.7061224 0.0015135 -0.0058965 3.8111881 -60.0000000 CY 0.0001063 58022. 546087317. 14.5836664 0.0015495 -0.0061005 3.8419010 -60.0000000 CY 0.0001096 58204. 531139600. 14.4699141 0.0015857 -0.0063043 3.8699945 -60.0000000 CY 0.0001129 58384. 517057809. 14.3641124 0.0016219 -0.0065081 3.8954377 -60.0000000 CY 0.0001163 58563. 503767145. 14.2655956 0.0016584 -0.0067116 3.9181987 -60.0000000 CY

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Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in

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3525.lp6o ksi ksi ------------- ------------- ------------- ------------- ------------- -------------------------- ------------- --- 0.000000417 2492.2136405 5981312737. 44.5998310 0.0000186 -0.0000114 0.0777966 0.5345646 0.000000833 4972.8617976 5967434157. 40.3134839 0.0000336 -0.0000264 0.1399618 0.9655425 0.000001250 7441.0925024 5952874002. 38.8848468 0.0000486 -0.0000414 0.2016311 1.3965257 0.000001667 9896.8992278 5938139537. 38.1705892 0.0000636 -0.0000564 0.2628042 1.8275118 0.000002083 12340. 5923334959. 37.7420759 0.0000786 -0.0000714 0.3234810 2.2585004 0.000002500 14771. 5908495244. 37.4564328 0.0000936 -0.0000864 0.3836616 2.6894914 0.000002917 17190. 5893635423. 37.2524292 0.0001087 -0.0001013 0.4433458 3.1204846 0.000003333 17190. 5156930995. 20.7954271 0.0000693 -0.0001707 0.2836841 -4.9149754 C 0.000003750 17190. 4583938663. 20.3700412 0.0000764 -0.0001936 0.3119175 -5.5756080 C 0.000004167 17190. 4125544796. 20.0216473 0.0000834 -0.0002166 0.3399066 -6.2372176 C 0.000004583 17190. 3750495269. 19.7348909 0.0000905 -0.0002395 0.3677575 -6.8990541 C 0.000005000 17190. 3437953997. 19.4891378 0.0000974 -0.0002626 0.3953654 -7.5618750 C 0.000005417 17190. 3173495997. 19.2819379 0.0001044 -0.0002856 0.4228841 -8.2245789 C 0.000005833 17190. 2946817712. 19.1050317 0.0001114 -0.0003086 0.4503135 -8.8871655 C 0.000006250 17190. 2750363198. 18.9469843 0.0001184 -0.0003316 0.4775197 -9.5506091 C 0.000006667 17190. 2578465498. 18.8083923 0.0001254 -0.0003546 0.5046134 -10.2141108 C 0.000007083 17190. 2426791057. 18.6866918 0.0001324 -0.0003776 0.5316188 -10.8774920 C 0.000007500 17190. 2291969331. 18.5790691 0.0001393 -0.0004007 0.5585359 -11.5407525 C 0.000007917 17190. 2171339366. 18.4833030 0.0001463 -0.0004237 0.5853645 -12.2038917 C 0.000008333 17190. 2062772398. 18.3976165 0.0001533 -0.0004467 0.6121045 -12.8669093 C 0.000008750 17190. 1964545141. 18.3187796 0.0001603 -0.0004697 0.6386948 -13.5302596 C 0.000009167 17190. 1875247635. 18.2460308 0.0001673 -0.0004927 0.6651420 -14.1938968 C 0.000009583 17190. 1793715129. 18.1800617 0.0001742 -0.0005158 0.6915016 -14.8574078 C 0.0000100 17190. 1718976998. 18.1200263 0.0001812 -0.0005388 0.7177733 -15.5207924 C 0.0000104 17190. 1650217919. 18.0652138 0.0001882 -0.0005618 0.7439570 -16.1840500 C 0.0000108 17190. 1586747999. 18.0150230 0.0001952 -0.0005848 0.7700526 -16.8471802 C 0.0000113 17190. 1527979554. 17.9689416 0.0002022 -0.0006078 0.7960600 -17.5101828 C 0.0000117 17190. 1473408856. 17.9265305 0.0002091 -0.0006309 0.8219789 -18.1730571 C 0.0000121 17190. 1422601654. 17.8874112 0.0002161 -0.0006539 0.8478092 -18.8358030 C 0.0000125 17190. 1375181599. 17.8512557 0.0002231 -0.0006769 0.8735509 -19.4984198 C

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3525.lp6o 0.0000129 17190. 1330820902. 17.8177783 0.0002301 -0.0006999 0.8992036 -20.1609072 C 0.0000133 17190. 1289232749. 17.7867290 0.0002372 -0.0007228 0.9247673 -20.8232647 C 0.0000138 17190. 1250165090. 17.7578882 0.0002442 -0.0007458 0.9502419 -21.4854920 C 0.0000142 17190. 1213395528. 17.7310620 0.0002512 -0.0007688 0.9756271 -22.1475887 C 0.0000146 17190. 1178727085. 17.7060788 0.0002582 -0.0007918 1.0009228 -22.8095541 C 0.0000150 17190. 1145984666. 17.6827859 0.0002652 -0.0008148 1.0261289 -23.4713881 C 0.0000154 17190. 1115012107. 17.6610474 0.0002723 -0.0008377 1.0512452 -24.1330900 C 0.0000158 17564. 1109296081. 17.6407415 0.0002793 -0.0008607 1.0762715 -24.7946595 C 0.0000163 17989. 1106998571. 17.6208836 0.0002863 -0.0008837 1.1011564 -25.4565086 C 0.0000171 18838. 1102701941. 17.5848486 0.0003004 -0.0009296 1.1506544 -26.7798229 C 0.0000179 19686. 1098756913. 17.5532407 0.0003145 -0.0009755 1.1997946 -28.1025786 C 0.0000188 20533. 1095116327. 17.5254769 0.0003286 -0.0010214 1.2485756 -29.4247719 C 0.0000196 21380. 1091741043. 17.5010736 0.0003427 -0.0010673 1.2969960 -30.7463986 C 0.0000204 22226. 1088598311. 17.4796262 0.0003569 -0.0011131 1.3450546 -32.0674546 C 0.0000213 23070. 1085660514. 17.4607936 0.0003710 -0.0011590 1.3927500 -33.3879359 C 0.0000221 23914. 1082904201. 17.4442865 0.0003852 -0.0012048 1.4400808 -34.7078381 C 0.0000229 24757. 1080309329. 17.4298574 0.0003994 -0.0012506 1.4870456 -36.0271572 C 0.0000238 25599. 1077858606. 17.4172940 0.0004137 -0.0012963 1.5336431 -37.3458892 C 0.0000246 26440. 1075537265. 17.4064126 0.0004279 -0.0013421 1.5798719 -38.6640287 C 0.0000254 27281. 1073332282. 17.3970538 0.0004422 -0.0013878 1.6257305 -39.9815719 C 0.0000263 28120. 1071232352. 17.3890784 0.0004565 -0.0014335 1.6712175 -41.2985143 C 0.0000271 28958. 1069227557. 17.3823645 0.0004708 -0.0014792 1.7163314 -42.6148513 C 0.0000279 29796. 1067309161. 17.3768050 0.0004851 -0.0015249 1.7610709 -43.9305784 C 0.0000288 30632. 1065469439. 17.3723049 0.0004995 -0.0015705 1.8054343 -45.2456908 C 0.0000296 31468. 1063701532. 17.3687803 0.0005138 -0.0016162 1.8494202 -46.5601839 C 0.0000304 32302. 1061999332. 17.3661565 0.0005282 -0.0016618 1.8930271 -47.8740528 C 0.0000313 33136. 1060357378. 17.3643667 0.0005426 -0.0017074 1.9362534 -49.1872926 C 0.0000321 33969. 1058770775. 17.3633514 0.0005571 -0.0017529 1.9790976 -50.4998984 C 0.0000329 34801. 1057235122. 17.3630568 0.0005715 -0.0017985 2.0215581 -51.8118652 C 0.0000338 35631. 1055746447. 17.3634349 0.0005860 -0.0018440 2.0636333 -53.1231880 C 0.0000346 36461. 1054301161. 17.3644422 0.0006005 -0.0018895 2.1053217 -54.4338615 C 0.0000354 37290. 1052896010. 17.3660392 0.0006150 -0.0019350

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3525.lp6o 2.1466216 -55.7438805 C 0.0000363 38118. 1051528035. 17.3681905 0.0006296 -0.0019804 2.1875313 -57.0532397 C 0.0000371 38945. 1050194543. 17.3708636 0.0006442 -0.0020258 2.2280492 -58.3619337 C 0.0000379 39771. 1048893072. 17.3740292 0.0006588 -0.0020712 2.2681736 -59.6699571 C 0.0000387 40595. 1047621373. 17.3776603 0.0006734 -0.0021166 2.3079029 -60.0000000 CY 0.0000396 41419. 1046377381. 17.3817325 0.0006880 -0.0021620 2.3472352 -60.0000000 CY 0.0000404 42242. 1045159199. 17.3862234 0.0007027 -0.0022073 2.3861688 -60.0000000 CY 0.0000412 43064. 1043965083. 17.3911124 0.0007174 -0.0022526 2.4247021 -60.0000000 CY 0.0000421 43864. 1042323382. 17.3937693 0.0007320 -0.0022980 2.4625442 -60.0000000 CY 0.0000429 44537. 1037745812. 17.3800852 0.0007459 -0.0023441 2.4981157 -60.0000000 CY 0.0000437 45171. 1032490212. 17.3626102 0.0007596 -0.0023904 2.5327864 -60.0000000 CY 0.0000446 45747. 1026092101. 17.3384020 0.0007730 -0.0024370 2.5662161 -60.0000000 CY 0.0000454 46210. 1017460644. 17.3007362 0.0007857 -0.0024843 2.5976248 -60.0000000 CY 0.0000462 46668. 1009032218. 17.2641845 0.0007985 -0.0025315 2.6286578 -60.0000000 CY 0.0000471 47125. 1000890449. 17.2292610 0.0008112 -0.0025788 2.6593822 -60.0000000 CY 0.0000479 47582. 993020316. 17.1958830 0.0008240 -0.0026260 2.6897969 -60.0000000 CY 0.0000487 48029. 985202266. 17.1626215 0.0008367 -0.0026733 2.7197429 -60.0000000 CY 0.0000496 48403. 976196573. 17.1211666 0.0008489 -0.0027211 2.7482475 -60.0000000 CY 0.0000529 49635. 937982405. 16.9373936 0.0008963 -0.0029137 2.8553369 -60.0000000 CY 0.0000562 50846. 903928333. 16.7692019 0.0009433 -0.0031067 2.9568833 -60.0000000 CY 0.0000596 51776. 868962464. 16.5832731 0.0009881 -0.0033019 3.0492155 -60.0000000 CY 0.0000629 52516. 834690152. 16.3947780 0.0010315 -0.0034985 3.1345079 -60.0000000 CY 0.0000662 53252. 803801576. 16.2279085 0.0010751 -0.0036949 3.2161234 -60.0000000 CY 0.0000696 53978. 775737306. 16.0714671 0.0011183 -0.0038917 3.2930083 -60.0000000 CY 0.0000729 54620. 749068738. 15.9174597 0.0011606 -0.0040894 3.3644633 -60.0000000 CY 0.0000762 55026. 721649778. 15.7434809 0.0012004 -0.0042896 3.4280309 -60.0000000 CY 0.0000796 55428. 696476748. 15.5858067 0.0012404 -0.0044896 3.4884586 -60.0000000 CY 0.0000829 55825. 673267477. 15.4398516 0.0012802 -0.0046898 3.5454001 -60.0000000 CY 0.0000862 56214. 651754762. 15.2996554 0.0013196 -0.0048904 3.5983427 -60.0000000 CY 0.0000896 56600. 631811937. 15.1716285 0.0013591 -0.0050909 3.6482044 -60.0000000 CY 0.0000929 56983. 613269485. 15.0544899 0.0013988 -0.0052912 3.6949481 -60.0000000 CY 0.0000963 57363. 595981350. 14.9471367 0.0014387 -0.0054913 3.7385356 -60.0000000 CY

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3525.lp6o 0.0000996 57655. 578963175. 14.8334758 0.0014772 -0.0056928 3.7774221 -60.0000000 CY 0.0001029 57846. 562068237. 14.7077207 0.0015137 -0.0058963 3.8113396 -60.0000000 CY 0.0001063 58030. 546167408. 14.5852220 0.0015497 -0.0061003 3.8420403 -60.0000000 CY 0.0001096 58213. 531217127. 14.4714296 0.0015858 -0.0063042 3.8701215 -60.0000000 CY 0.0001129 58393. 517132921. 14.3655906 0.0016221 -0.0065079 3.8955521 -60.0000000 CY 0.0001163 58571. 503839979. 14.2670387 0.0016585 -0.0067115 3.9183004 -60.0000000 CY 0.0001196 58748. 491271823. 14.1751829 0.0016951 -0.0069149 3.9383341 -60.0000000 CY 0.0001229 58922. 479369179. 14.0894968 0.0017318 -0.0071182 3.9556197 -60.0000000 CY 0.0001263 59093. 468061766. 14.0065699 0.0017683 -0.0073217 3.9699869 -60.0000000 CY 0.0001296 59258. 457294973. 13.9245667 0.0018044 -0.0075256 3.9814281 -60.0000000 CY 0.0001329 59421. 447053993. 13.8478135 0.0018406 -0.0077294 3.9901685 -60.0000000 CY 0.0001363 59582. 437299972. 13.7759456 0.0018770 -0.0079330 3.9961726 -60.0000000 CY 0.0001396 59741. 427997746. 13.7086341 0.0019135 -0.0081365 3.9994040 -60.0000000 CY 0.0001429 59898. 419113500. 13.6456841 0.0019502 -0.0083398 3.9960889 -60.0000000 CY 0.0001462 60053. 410617699. 13.5868561 0.0019871 -0.0085429 3.9963290 -60.0000000 CY 0.0001496 60167. 402231504. 13.5227462 0.0020228 -0.0087472 3.9992949 -60.0000000 CY 0.0001529 60277. 394183091. 13.4619302 0.0020586 -0.0089514 3.9977638 -60.0000000 CY 0.0001562 60343. 386192977. 13.3949392 0.0020930 -0.0091570 3.9937500 -60.0000000 CY 0.0001596 60407. 378529857. 13.3315001 0.0021275 -0.0093625 3.9976175 60.0000000 CY 0.0001629 60466. 371145728. 13.2656853 0.0021612 -0.0095688 3.9996227 60.0000000 CY 0.0001662 60522. 364043492. 13.2021419 0.0021949 -0.0097751 3.9970732 60.0000000 CY 0.0001696 60577. 357211104. 13.1421117 0.0022287 -0.0099813 3.9918894 60.0000000 CY 0.0001729 60631. 350637630. 13.0850003 0.0022626 -0.0101874 3.9960325 60.0000000 CY 0.0001762 60684. 344308298. 13.0306506 0.0022967 -0.0103933 3.9987180 60.0000000 CY 0.0001796 60737. 338209433. 12.9789176 0.0023308 -0.0105992 3.9999276 60.0000000 CY 0.0001829 60788. 332324107. 12.9300608 0.0023651 -0.0108049 3.9943871 60.0000000 CY 0.0002029 61076. 300988389. 12.6820183 0.0025734 -0.0120366 3.9906971 60.0000000 CY 0.0002229 61329. 275120964. 12.4805737 0.0027821 -0.0132679 3.9958907 60.0000000 CY 0.0002429 61557. 253409098. 12.3170096 0.0029920 -0.0144980 3.9989116 60.0000000 CY 0.0002629 61770. 234942199. 12.1897190 0.0032049 -0.0157251 3.9884998 60.0000000 CY 0.0002829 61931. 218903541. 12.0743733 0.0034160 -0.0169540 3.9993665 60.0000000 CY 0.0003029 62016. 204728977. 11.9621514 0.0036235 -0.0181865

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3525.lp6o 3.9847193 60.0000000 CY 0.0003229 62051. 192156802. 11.8504680 0.0038267 -0.0194233 3.9985586 60.0000000 CY


Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi ------------- ------------- ------------- ------------- ------------- -------------------------- ------------- --- 0.000000417 2490.8975013 5978154003. 49.7615793 0.0000207 -0.000009266 0.0868239 0.5969358 0.000000833 4971.4854072 5965782489. 42.9020260 0.0000358 -0.0000242 0.1489438 1.0280990 0.000001250 7439.6974490 5951757959. 40.6159511 0.0000508 -0.0000392 0.2105689 1.4592782 0.000001667 9895.4917009 5937295021. 39.4730513 0.0000658 -0.0000542 0.2716979 1.8904642 0.000002083 12339. 5922654199. 38.7873905 0.0000808 -0.0000692 0.3323305 2.3216548 0.000002500 14770. 5907923916. 38.3303409 0.0000958 -0.0000842 0.3924666 2.7528497 0.000002917 17188. 5893142334. 38.0039229 0.0001108 -0.0000992 0.4521062 3.1840485 0.000003333 19594. 5878328662. 37.7591493 0.0001259 -0.0001141 0.5112492 3.6152511 0.000003750 19594. 5225181033. 22.3744925 0.0000839 -0.0001861 0.3424654 -5.3576239 C 0.000004167 19594. 4702662930. 21.8721479 0.0000911 -0.0002089 0.3711208 -6.0136154 C 0.000004583 19594. 4275148118. 21.4488575 0.0000983 -0.0002317 0.3994369 -6.6712393 C 0.000005000 19594. 3918885775. 21.0911832 0.0001055 -0.0002545 0.4275433 -7.3295784 C 0.000005417 19594. 3617433023. 20.7822011 0.0001126 -0.0002774 0.4554026 -7.9889126 C 0.000005833 19594. 3359044950. 20.5179684 0.0001197 -0.0003003 0.4831670 -8.6481437 C 0.000006250 19594. 3135108620. 20.2802211 0.0001268 -0.0003232 0.5106057 -9.3089599 C 0.000006667 19594. 2939164331. 20.0728008 0.0001338 -0.0003462 0.5379530 -9.9696585 C 0.000007083 19594. 2766272312. 19.8903574 0.0001409 -0.0003691 0.5652086 -10.6302391 C 0.000007500 19594. 2612590516. 19.7257649 0.0001479 -0.0003921 0.5922855 -11.2913461 C 0.000007917 19594. 2475085752. 19.5756619 0.0001550 -0.0004150 0.6191676 -11.9531043 C 0.000008333 19594. 2351331465. 19.4410669 0.0001620 -0.0004380 0.6459595 -12.6147422 C 0.000008750 19594. 2239363300. 19.3197658 0.0001690 -0.0004610 0.6726608 -13.2762594 C 0.000009167 19594. 2137574059. 19.2099473 0.0001761 -0.0004839 0.6992715 -13.9376557 C 0.000009583 19594. 2044636056. 19.1101148 0.0001831 -0.0005069 0.7257915 -14.5989306 C 0.0000100 19594. 1959442887. 19.0164189 0.0001902 -0.0005298 0.7521210 -15.2608385 C

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3525.lp6o 0.0000104 19594. 1881065172. 18.9294496 0.0001972 -0.0005528 0.7783138 -15.9229787 C 0.0000108 19594. 1808716511. 18.8495676 0.0002042 -0.0005758 0.8044168 -16.5849941 C 0.0000113 19594. 1741727011. 18.7759866 0.0002112 -0.0005988 0.8304299 -17.2468843 C 0.0000117 19594. 1679522475. 18.7080326 0.0002183 -0.0006217 0.8563531 -17.9086489 C 0.0000121 19594. 1621607907. 18.6451246 0.0002253 -0.0006447 0.8821860 -18.5702875 C 0.0000125 19594. 1567554310. 18.5867592 0.0002323 -0.0006677 0.9079286 -19.2317998 C 0.0000129 19594. 1516988042. 18.5324977 0.0002394 -0.0006906 0.9335808 -19.8931852 C 0.0000133 19594. 1469582165. 18.4819564 0.0002464 -0.0007136 0.9591423 -20.5544435 C 0.0000138 19594. 1425049373. 18.4347983 0.0002535 -0.0007365 0.9846130 -21.2155741 C 0.0000142 19594. 1383136156. 18.3907257 0.0002605 -0.0007595 1.0099928 -21.8765768 C 0.0000146 19594. 1343617980. 18.3489876 0.0002676 -0.0007824 1.0352555 -22.5376573 C 0.0000150 19594. 1306295258. 18.3085313 0.0002746 -0.0008054 1.0603545 -23.1991888 C 0.0000154 19594. 1270989981. 18.2705598 0.0002817 -0.0008283 1.0853634 -23.8605872 C 0.0000158 19594. 1237542876. 18.2348779 0.0002887 -0.0008513 1.1102821 -24.5218519 C 0.0000163 19594. 1205811008. 18.2013103 0.0002958 -0.0008742 1.1351104 -25.1829825 C 0.0000171 19594. 1146990958. 18.1399033 0.0003099 -0.0009201 1.1844953 -26.5048395 C 0.0000179 20425. 1140019406. 18.0852515 0.0003240 -0.0009660 1.2335167 -27.8261547 C 0.0000188 21272. 1134501884. 18.0364611 0.0003382 -0.0010118 1.2821734 -29.1469242 C 0.0000196 22118. 1129408714. 17.9927904 0.0003524 -0.0010576 1.3304641 -30.4671444 C 0.0000204 22962. 1124687677. 17.9536189 0.0003666 -0.0011034 1.3783873 -31.7868114 C 0.0000213 23806. 1120294737. 17.9184235 0.0003808 -0.0011492 1.4259418 -33.1059214 C 0.0000221 24649. 1116192507. 17.8867603 0.0003950 -0.0011950 1.4731263 -34.4244705 C 0.0000229 25491. 1112349033. 17.8582499 0.0004093 -0.0012407 1.5199394 -35.7424547 C 0.0000238 26333. 1108736843. 17.8325662 0.0004235 -0.0012865 1.5663796 -37.0598700 C 0.0000246 27173. 1105332187. 17.8094274 0.0004378 -0.0013322 1.6124457 -38.3767123 C 0.0000254 28012. 1102114428. 17.7885888 0.0004521 -0.0013779 1.6581362 -39.6929776 C 0.0000263 28850. 1099065548. 17.7698368 0.0004665 -0.0014235 1.7034496 -41.0086617 C 0.0000271 29688. 1096169741. 17.7529842 0.0004808 -0.0014692 1.7483846 -42.3237603 C 0.0000279 30524. 1093413089. 17.7378662 0.0004952 -0.0015148 1.7929398 -43.6382691 C 0.0000288 31360. 1090783282. 17.7243371 0.0005096 -0.0015604 1.8371135 -44.9521839 C 0.0000296 32195. 1088269326. 17.7122678 0.0005240 -0.0016060 1.8809044 -46.2655010 C 0.0000304 33028. 1085861648. 17.7015434 0.0005384 -0.0016516

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3525.lp6o 1.9243110 -47.5782142 C 0.0000313 33861. 1083551466. 17.6920612 0.0005529 -0.0016971 1.9673317 -48.8903200 C 0.0000321 34693. 1081330988. 17.6837294 0.0005674 -0.0017426 2.0099651 -50.2018138 C 0.0000329 35523. 1079193208. 17.6764656 0.0005819 -0.0017881 2.0522096 -51.5126909 C 0.0000338 36353. 1077131810. 17.6701953 0.0005964 -0.0018336 2.0940636 -52.8229466 C 0.0000346 37182. 1075141082. 17.6648515 0.0006109 -0.0018791 2.1355255 -54.1325761 C 0.0000354 38010. 1073215851. 17.6603736 0.0006255 -0.0019245 2.1765938 -55.4415746 C 0.0000363 38836. 1071351415. 17.6567065 0.0006401 -0.0019699 2.2172669 -56.7499373 C 0.0000371 39662. 1069543491. 17.6538002 0.0006547 -0.0020153 2.2575430 -58.0576590 C 0.0000379 40487. 1067788174. 17.6516091 0.0006693 -0.0020607 2.2974206 -59.3647347 C 0.0000387 41311. 1066081889. 17.6500917 0.0006839 -0.0021061 2.3368980 -60.0000000 CY 0.0000396 42133. 1064421362. 17.6492099 0.0006986 -0.0021514 2.3759735 -60.0000000 CY 0.0000404 42955. 1062803584. 17.6489289 0.0007133 -0.0021967 2.4146453 -60.0000000 CY 0.0000412 43776. 1061225791. 17.6492168 0.0007280 -0.0022420 2.4529119 -60.0000000 CY 0.0000421 44585. 1059449461. 17.6487958 0.0007427 -0.0022873 2.4906344 -60.0000000 CY 0.0000429 45295. 1055415992. 17.6363667 0.0007569 -0.0023331 2.5265634 -60.0000000 CY 0.0000437 45929. 1049802818. 17.6146317 0.0007706 -0.0023794 2.5609713 -60.0000000 CY 0.0000446 46524. 1043537815. 17.5891259 0.0007842 -0.0024258 2.5944591 -60.0000000 CY 0.0000454 47014. 1035170148. 17.5510060 0.0007971 -0.0024729 2.6260234 -60.0000000 CY 0.0000462 47472. 1026412222. 17.5104870 0.0008099 -0.0025201 2.6568003 -60.0000000 CY 0.0000471 47928. 1017947122. 17.4717074 0.0008226 -0.0025674 2.6872636 -60.0000000 CY 0.0000479 48385. 1009764808. 17.4346112 0.0008354 -0.0026146 2.7174160 -60.0000000 CY 0.0000487 48835. 1001738951. 17.3983748 0.0008482 -0.0026618 2.7471708 -60.0000000 CY 0.0000496 49237. 993014942. 17.3572528 0.0008606 -0.0027094 2.7758664 -60.0000000 CY 0.0000529 50480. 953957043. 17.1619161 0.0009082 -0.0029018 2.8821337 -60.0000000 CY 0.0000562 51693. 918993338. 16.9905861 0.0009557 -0.0030943 2.9836797 -60.0000000 CY 0.0000596 52668. 883942156. 16.8042354 0.0010013 -0.0032887 3.0762438 -60.0000000 CY 0.0000629 53406. 848843752. 16.6052440 0.0010447 -0.0034853 3.1604345 -60.0000000 CY 0.0000662 54140. 817211628. 16.4289671 0.0010884 -0.0036816 3.2409325 -60.0000000 CY 0.0000696 54870. 788546455. 16.2721863 0.0011323 -0.0038777 3.3176924 -60.0000000 CY 0.0000729 55534. 761613838. 16.1184727 0.0011753 -0.0040747 3.3890004 -60.0000000 CY 0.0000762 55959. 733886531. 15.9397938 0.0012154 -0.0042746 3.4517856 -60.0000000 CY

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3525.lp6o 0.0000796 56359. 708178456. 15.7748334 0.0012554 -0.0044746 3.5110203 -60.0000000 CY 0.0000829 56757. 684501748. 15.6250179 0.0012956 -0.0046744 3.5670871 -60.0000000 CY 0.0000862 57151. 662620225. 15.4886192 0.0013359 -0.0048741 3.6199480 -60.0000000 CY 0.0000896 57536. 642257968. 15.3552338 0.0013756 -0.0050744 3.6685881 -60.0000000 CY 0.0000929 57917. 623320607. 15.2325376 0.0014154 -0.0052746 3.7140168 -60.0000000 CY 0.0000963 58295. 605664570. 15.1200400 0.0014553 -0.0054747 3.7562696 -60.0000000 CY 0.0000996 58607. 588525139. 15.0054169 0.0014943 -0.0056757 3.7942228 -60.0000000 CY 0.0001029 58816. 571490947. 14.8818022 0.0015316 -0.0058784 3.8274807 -60.0000000 CY 0.0001063 59007. 555358681. 14.7645807 0.0015687 -0.0060813 3.8576933 -60.0000000 CY 0.0001096 59188. 540117048. 14.6465839 0.0016050 -0.0062850 3.8843759 -60.0000000 CY 0.0001129 59367. 525755485. 14.5364336 0.0016414 -0.0064886 3.9083546 -60.0000000 CY 0.0001163 59543. 512200872. 14.4338415 0.0016779 -0.0066921 3.9296311 -60.0000000 CY 0.0001196 59718. 499385413. 14.3381945 0.0017146 -0.0068954 3.9481721 -60.0000000 CY 0.0001229 59891. 487248654. 14.2489470 0.0017514 -0.0070986 3.9639435 -60.0000000 CY 0.0001263 60062. 475736521. 14.1656116 0.0017884 -0.0073016 3.9769102 -60.0000000 CY 0.0001296 60230. 464800492. 14.0877518 0.0018255 -0.0075045 3.9870365 -60.0000000 CY 0.0001329 60395. 454383320. 14.0124973 0.0018625 -0.0077075 3.9942323 -60.0000000 CY 0.0001363 60554. 444436542. 13.9376271 0.0018990 -0.0079110 3.9985171 -60.0000000 CY 0.0001396 60712. 434950498. 13.8674866 0.0019357 -0.0081143 3.9999992 -60.0000000 CY 0.0001429 60866. 425887735. 13.8020344 0.0019725 -0.0083175 3.9947893 -60.0000000 CY 0.0001462 61019. 417225097. 13.7406452 0.0020096 -0.0085204 3.9986501 -60.0000000 CY 0.0001496 61148. 408788415. 13.6778285 0.0020460 -0.0087240 3.9999962 -60.0000000 CY 0.0001529 61256. 400586982. 13.6150954 0.0020820 -0.0089280 3.9928864 -60.0000000 CY 0.0001562 61338. 392564657. 13.5498184 0.0021172 -0.0091328 3.9971486 -60.0000000 CY 0.0001596 61401. 384759494. 13.4838723 0.0021518 -0.0093382 3.9994697 60.0000000 CY 0.0001629 61463. 377264258. 13.4215013 0.0021866 -0.0095434 3.9977848 60.0000000 CY 0.0001662 61522. 370057292. 13.3627111 0.0022216 -0.0097484 3.9921297 60.0000000 CY 0.0001696 61579. 363121409. 13.3053063 0.0022564 -0.0099536 3.9963137 60.0000000 CY 0.0001729 61632. 356426800. 13.2458398 0.0022904 -0.0101596 3.9988778 60.0000000 CY 0.0001762 61684. 349980804. 13.1892445 0.0023246 -0.0103654 3.9999620 60.0000000 CY 0.0001796 61734. 343764662. 13.1358242 0.0023590 -0.0105710 3.9936812 60.0000000 CY 0.0001829 61784. 337770128. 13.0850022 0.0023935 -0.0107765

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3525.lp6o 3.9917901 60.0000000 CY 0.0002029 62064. 305859331. 12.8263289 0.0026027 -0.0120073 3.9914624 60.0000000 CY 0.0002229 62318. 279559363. 12.6309312 0.0028156 -0.0132344 3.9854214 60.0000000 CY 0.0002429 62544. 257470840. 12.4631336 0.0030275 -0.0144625 3.9986262 60.0000000 CY 0.0002629 62751. 238673864. 12.3290465 0.0032415 -0.0156885 3.9953216 60.0000000 CY 0.0002829 62918. 222391454. 12.2143794 0.0034557 -0.0169143 3.9869478 60.0000000 CY 0.0003029 63018. 208037266. 12.1026378 0.0036661 -0.0181439 3.9938387 60.0000000 CY 0.0003229 63040. 195219959. 11.9995537 0.0038749 -0.0193751 3.9961327 60.0000000 CY

-------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1--------------------------------------------------------------------------------

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

Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain ---- ---------------- ------------------ ------------ 1 64.370 61556.996 0.00300000 2 64.708 61565.288 0.00300000 3 103.532 62514.682 0.00300000

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

In ACI 318-08, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are spirals or tied hoops.

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318-08, Section 9.3.2.2 or the value required by the design standard being followed.

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

Pile-head conditions are Shear and Moment (BC Type 1)

Horizontal shear force at pile head = 58383.000 lbsApplied moment at pile head = 53314480.000 in-lbsAxial thrust load on pile head = 103532.000 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load inches inches in-lbs lbs radians psi* lb-in^2 lb/in lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ----------

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3525.lp6o 0.00 1.3893 53314480. 58383. -0.0146 0.000 8.463E+11 0.000 0.000 0.000 2.460 1.3536 53461808. 58383. -0.0145 0.000 8.463E+11 0.000 0.000 0.000 4.920 1.3182 53609096. 58383. -0.0143 0.000 8.463E+11 0.000 0.000 0.000 7.380 1.2831 53756344. 58383. -0.0142 0.000 8.334E+11 0.000 0.000 0.000 9.840 1.2485 53903552. 58383. -0.0140 0.000 8.271E+11 0.000 0.000 0.000 12.300 1.2143 54050719. 58383. -0.0138 0.000 8.209E+11 0.000 0.000 0.000 14.760 1.1804 54197845. 58383. -0.0137 0.000 8.149E+11 0.000 0.000 0.000 17.220 1.1470 54344929. 58383. -0.0135 0.000 8.089E+11 0.000 0.000 0.000 19.680 1.1139 54491971. 58383. -0.0133 0.000 8.030E+11 0.000 0.000 0.000 22.140 1.0813 54638970. 58383. -0.0132 0.000 7.973E+11 0.000 0.000 0.000 24.600 1.0491 54785927. 58383. -0.0130 0.000 7.917E+11 0.000 0.000 0.000 27.060 1.0173 54932840. 58383. -0.0128 0.000 7.859E+11 0.000 0.000 0.000 29.520 0.9860 55079710. 58383. -0.0127 0.000 7.798E+11 0.000 0.000 0.000 31.980 0.9550 55226535. 58383. -0.0125 0.000 7.738E+11 0.000 0.000 0.000 34.440 0.9245 55373315. 58383. -0.0123 0.000 7.679E+11 0.000 0.000 0.000 36.900 0.8945 55520051. 58383. -0.0121 0.000 7.622E+11 0.000 0.000 0.000 39.360 0.8648 55666740. 58383. -0.0120 0.000 7.529E+11 0.000 0.000 0.000 41.820 0.8356 55813384. 58383. -0.0118 0.000 7.433E+11 0.000 0.000 0.000 44.280 0.8069 55959980. 58383. -0.0116 0.000 7.341E+11 0.000 0.000 0.000 46.740 0.7787 56106528. 58383. -0.0114 0.000 7.245E+11 0.000 0.000 0.000 49.200 0.7509 56253028. 58383. -0.0112 0.000 7.152E+11 0.000 0.000 0.000 51.660 0.7235 56399479. 58383. -0.0110 0.000 7.061E+11 0.000 0.000 0.000 54.120 0.6967 56545880. 58383. -0.0108 0.000 6.972E+11 0.000 0.000 0.000 56.580 0.6704 56692230. 58383. -0.0106 0.000 6.886E+11 0.000 0.000 0.000 59.040 0.6445 56838528. 58383. -0.0104 0.000 6.802E+11 0.000 0.000 0.000 61.500 0.6192 56984774. 57469. -0.0102 0.000 6.720E+11 -742.9918 2952.0000 0.000 63.960 0.5943 57126470. 54315. -0.009987 0.000 6.643E+11 -1821.2664 7538.4219 0.000 66.420 0.5700 57257091. 49840. -0.009774 0.000 6.572E+11 -1817.3355 7842.9363 0.000 68.880 0.5462 57376660. 45374. -0.009559 0.000 6.509E+11 -1812.9024 8164.4282 0.000 71.340 0.5230 57485203. 40921. -0.009341 0.000 6.452E+11 -1807.9627 8504.1195 0.000 73.800 0.5003 57582748. 36480. -0.009121 0.000 6.402E+11 -1802.5123 8863.3393 0.000 76.260 0.4781 57669329. 32053. -0.008898 0.000 6.358E+11

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3525.lp6o-1796.5470 9243.5345 0.000 78.720 0.4565 57744982. 27641. -0.008675 0.000 6.321E+11 -1790.0629 9646.2820 0.000 81.180 0.4354 57809744. 23247. -0.008449 0.000 6.289E+11 -1783.0560 10073. 0.000 83.640 0.4149 57863658. 18869. -0.008222 0.000 6.262E+11 -1775.5225 10526. 0.000 86.100 0.3950 57906770. 14512. -0.007995 0.000 6.242E+11 -1767.4586 11008. 0.000 88.560 0.3756 57939128. 10174. -0.007766 0.000 6.226E+11 -1758.8608 11520. 0.000 91.020 0.3568 57960783. 5858.6988 -0.007537 0.000 6.216E+11 -1749.7257 12064. 0.000 93.480 0.3385 57971792. 1566.2743 -0.007307 0.000 6.210E+11 -1740.0503 12645. 0.000 95.940 0.3208 57972212. -2701.6802 -0.007078 0.000 6.210E+11 -1729.8315 13264. 0.000 98.400 0.3037 57962105. -6943.8251 -0.006848 0.000 6.215E+11 -1719.0668 13925. 0.000 100.860 0.2871 57941536. -11159. -0.006619 0.000 6.225E+11 -1707.7540 14631. 0.000 103.320 0.2711 57910575. -15345. -0.006390 0.000 6.240E+11 -1695.8911 15387. 0.000 105.780 0.2557 57869293. -19502. -0.006162 0.000 6.260E+11 -1683.4770 16197. 0.000 108.240 0.2408 57817765. -23627. -0.005936 0.000 6.285E+11 -1670.5109 17065. 0.000 110.700 0.2265 57756070. -27720. -0.005710 0.000 6.315E+11 -1656.9927 17997. 0.000 113.160 0.2127 57684290. -31779. -0.005486 0.000 6.351E+11 -1642.9232 19000. 0.000 115.620 0.1995 57602511. -35803. -0.005263 0.000 6.392E+11 -1628.3042 20078. 0.000 118.080 0.1868 57510822. -39790. -0.005042 0.000 6.439E+11 -1613.1385 21241. 0.000 120.540 0.1747 57409314. -43739. -0.004824 0.000 6.492E+11 -1597.4303 22495. 0.000 123.000 0.1631 57298085. -47648. -0.004607 0.000 6.550E+11 -1581.1854 23850. 0.000 125.460 0.1520 57177232. -51517. -0.004394 0.000 6.616E+11 -1564.4116 25315. 0.000 127.920 0.1415 57046857. -66612. -0.004182 0.000 6.686E+11 -10708. 186188. 0.000 130.380 0.1314 56851630. -93323. -0.003974 0.000 6.795E+11 -11009. 206026. 0.000 132.840 0.1219 56589731. -120751. -0.003771 0.000 6.946E+11 -11290. 227802. 0.000 135.300 0.1129 56259458. -148847. -0.003574 0.000 7.147E+11 -11552. 251740. 0.000 137.760 0.1043 55859225. -177565. -0.003385 0.000 7.404E+11 -11795. 278103. 0.000 140.220 0.0962 55387564. -206855. -0.003203 0.000 7.674E+11 -12018. 307202. 0.000 142.680 0.0886 54843130. -236668. -0.003029 0.000 7.895E+11 -12221. 339400. 0.000 145.140 0.0813 54224698. -266955. -0.002861 0.000 8.137E+11 -12403. 375121. 0.000 147.600 0.0745 53531168. -297664. -0.002701 0.000 8.432E+11 -12564. 414865. 0.000 150.060 0.0680 52761567. -328742. -0.002550 0.000 8.793E+11 -12703. 459246. 0.000 152.520 0.0620 51915056. -360135. -0.002406 0.000 9.107E+11 -12820. 509020. 0.000

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3525.lp6o 154.980 0.0562 50990930. -391785. -0.002269 0.000 9.387E+11 -12912. 565113. 0.000 157.440 0.0508 49988629. -423633. -0.002138 0.000 9.688E+11 -12980. 628670. 0.000 159.900 0.0457 48907743. -455617. -0.002015 0.000 1.000E+12 -13022. 701145. 0.000 162.360 0.0409 47748022. -487667. -0.001897 0.000 1.021E+12 -13035. 784415. 0.000 164.820 0.0364 46509386. -519713. -0.001785 0.000 1.044E+12 -13018. 880898. 0.000 167.280 0.0321 45191942. -551676. -0.001677 0.000 1.056E+12 -12968. 993830. 0.000 169.740 0.0281 43795995. -583470. -0.001574 0.000 1.061E+12 -12881. 1127576. 0.000 172.200 0.0244 42322070. -615001. -0.001474 0.000 1.064E+12 -12754. 1288190. 0.000 174.660 0.0208 40770939. -646163. -0.001378 0.000 1.067E+12 -12581. 1484400. 0.000 177.120 0.0176 39143652. -676833. -0.001286 0.000 1.071E+12 -12354. 1729358. 0.000 179.580 0.0145 37441578. -706868. -0.001199 0.000 1.075E+12 -12064. 2043971. 0.000 182.040 0.0117 35666473. -736093. -0.001115 0.000 1.079E+12 -11696. 2463887. 0.000 184.500 0.009034 33820571. -764282. -0.001036 0.000 1.084E+12 -11223. 3055924. 0.000 186.960 0.006580 31906733. -791127. -0.000962 0.000 1.089E+12 -10602. 3963662. 0.000 189.420 0.004303 29928717. -815560. -0.000892 0.000 1.095E+12 -9261.8825 5294467. 0.000 191.880 0.002192 27894634. -832877. -0.000827 0.000 1.103E+12 -4817.5174 5406533. 0.000 194.340 0.000234 25831382. -839448. -0.000767 0.000 1.111E+12 -524.2472 5518600. 0.000 196.800 -0.001584 23764942. -835633. -0.000713 0.000 1.121E+12 3625.3510 5630667. 0.000 199.260 -0.003273 21720429. -821776. -0.000663 0.000 1.132E+12 7640.9259 5742733. 0.000 201.720 -0.004846 19722143. -798692. -0.000634 0.000 4.867E+12 11126. 5647848. 0.000 204.180 -0.006395 17791187. -770053. -0.000626 0.000 5.889E+12 12158. 4676869. 0.000 206.640 -0.007925 15933801. -739019. -0.000619 0.000 5.900E+12 13073. 4057951. 0.000 209.100 -0.009439 14155526. -705826. -0.000612 0.000 5.911E+12 13914. 3626164. 0.000 211.560 -0.0109 12461449. -670629. -0.000607 0.000 5.922E+12 14702. 3306448. 0.000 214.020 -0.0124 10856342. -633538. -0.000602 0.000 5.931E+12 15453. 3059475. 0.000 216.480 -0.0139 9344750. -594635. -0.000598 0.000 5.940E+12 16175. 2862540. 0.000 218.940 -0.0154 7931045. -553981. -0.000594 0.000 5.948E+12 16876. 2701574. 0.000 221.400 -0.0168 6619465. -511626. -0.000591 0.000 5.955E+12 17559. 2567372. 0.000 223.860 -0.0183 5414146. -467606. -0.000589 0.000 5.962E+12 18229. 2453648. 0.000 226.320 -0.0197 4319142. -421952. -0.000587 0.000 5.968E+12 18888. 2355957. 0.000 228.780 -0.0212 3338440. -374688. -0.000585 0.000 5.972E+12 19538. 2271063. 0.000 231.240 -0.0226 2475975. -325833. -0.000584 0.000 5.978E+12

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3525.lp6o20181. 2196555. 0.000 233.700 -0.0240 1735638. -275404. -0.000583 0.000 5.978E+12 20819. 2130599. 0.000 236.160 -0.0255 1121286. -223412. -0.000583 0.000 5.978E+12 21451. 2071773. 0.000 238.620 -0.0269 636749. -169868. -0.000582 0.000 5.978E+12 22080. 2018962. 0.000 241.080 -0.0283 285832. -114781. -0.000582 0.000 5.978E+12 22706. 1971276. 0.000 243.540 -0.0298 72324. -58156. -0.000582 0.000 5.978E+12 23330. 1927998. 0.000 246.000 -0.0312 0.000 0.000 -0.000582 0.000 5.978E+12 23952. 944273. 0.000

* This analysis makes computations of pile response using nonlinear moment-curvaturerelationships. The above values of total stress are computed for combined axial stress and do notequal the actual stresses in concrete and steel in the range of nonlinear bending.

Output Verification: Computed forces and moments are within specified convergence limits.

Output Summary for Load Case No. 1:

Pile-head deflection = 1.3893497 inchesComputed slope at pile head = -0.0146262 radiansMaximum bending moment = 57972212. inch-lbsMaximum shear force = -839448. lbsDepth of maximum bending moment = 95.9400000 inches below pile headDepth of maximum shear force = 194.3400000 inches below pile headNumber of iterations = 37Number of zero deflection points = 1




Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load inches inches in-lbs lbs radians psi* lb-in^2 lb/in lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.3588 24991163. 27367. -0.004163 0.000 1.079E+12 0.000 0.000 0.000 2.460 0.3486 25059144. 27367. -0.004106 0.000 1.079E+12 0.000 0.000 0.000 4.920 0.3386 25127116. 27367. -0.004049 0.000 1.079E+12 0.000 0.000 0.000

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3525.lp6o 7.380 0.3287 25195078. 27367. -0.003991 0.000 1.079E+12 0.000 0.000 0.000 9.840 0.3189 25263032. 27367. -0.003934 0.000 1.079E+12 0.000 0.000 0.000 12.300 0.3093 25330976. 27367. -0.003876 0.000 1.079E+12 0.000 0.000 0.000 14.760 0.2999 25398912. 27367. -0.003818 0.000 1.078E+12 0.000 0.000 0.000 17.220 0.2905 25466838. 27367. -0.003760 0.000 1.078E+12 0.000 0.000 0.000 19.680 0.2814 25534754. 27367. -0.003702 0.000 1.078E+12 0.000 0.000 0.000 22.140 0.2723 25602662. 27367. -0.003644 0.000 1.078E+12 0.000 0.000 0.000 24.600 0.2634 25670560. 27367. -0.003585 0.000 1.078E+12 0.000 0.000 0.000 27.060 0.2547 25738449. 27367. -0.003526 0.000 1.077E+12 0.000 0.000 0.000 29.520 0.2461 25806328. 27367. -0.003468 0.000 1.077E+12 0.000 0.000 0.000 31.980 0.2376 25874199. 27367. -0.003409 0.000 1.077E+12 0.000 0.000 0.000 34.440 0.2293 25942059. 27367. -0.003349 0.000 1.077E+12 0.000 0.000 0.000 36.900 0.2212 26009910. 27367. -0.003290 0.000 1.077E+12 0.000 0.000 0.000 39.360 0.2131 26077752. 27367. -0.003231 0.000 1.077E+12 0.000 0.000 0.000 41.820 0.2053 26145585. 27367. -0.003171 0.000 1.076E+12 0.000 0.000 0.000 44.280 0.1975 26213407. 27367. -0.003111 0.000 1.076E+12 0.000 0.000 0.000 46.740 0.1900 26281221. 27367. -0.003051 0.000 1.076E+12 0.000 0.000 0.000 49.200 0.1825 26349024. 27367. -0.002991 0.000 1.076E+12 0.000 0.000 0.000 51.660 0.1752 26416818. 27367. -0.002931 0.000 1.076E+12 0.000 0.000 0.000 54.120 0.1681 26484603. 27367. -0.002870 0.000 1.075E+12 0.000 0.000 0.000 56.580 0.1611 26552378. 27367. -0.002809 0.000 1.075E+12 0.000 0.000 0.000 59.040 0.1543 26620143. 27367. -0.002749 0.000 1.075E+12 0.000 0.000 0.000 61.500 0.1476 26687898. 27149. -0.002688 0.000 1.075E+12 -177.1122 2952.0000 0.000 63.960 0.1411 26754572. 26382. -0.002626 0.000 1.075E+12 -446.8697 7793.2800 0.000 66.420 0.1347 26818532. 24981. -0.002565 0.000 1.075E+12 -691.6746 12635. 0.000 68.880 0.1284 26878297. 23008. -0.002504 0.000 1.074E+12 -912.4192 17476. 0.000 71.340 0.1224 26932530. 20521. -0.002442 0.000 1.074E+12 -1109.9983 22317. 0.000 73.800 0.1164 26980036. 17615. -0.002380 0.000 1.074E+12 -1252.1077 26457. 0.000 76.260 0.1106 27019955. 14542. -0.002318 0.000 1.074E+12 -1246.2252 27708. 0.000 78.720 0.1050 27052322. 11484. -0.002256 0.000 1.074E+12 -1239.8942 29044. 0.000 81.180 0.0995 27077176. 8442.5806 -0.002194 0.000 1.074E+12 -1233.1045 30474. 0.000 83.640 0.0942 27094558. 5418.0732 -0.002132 0.000 1.074E+12

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3525.lp6o-1225.8447 32006. 0.000 86.100 0.0891 27104512. 2412.0171 -0.002070 0.000 1.074E+12 -1218.1034 33650. 0.000 88.560 0.0840 27107084. -574.3878 -0.002008 0.000 1.074E+12 -1209.8681 35418. 0.000 91.020 0.0792 27102325. -3539.9105 -0.001946 0.000 1.074E+12 -1201.1260 37322. 0.000 93.480 0.0745 27090288. -6483.2873 -0.001884 0.000 1.074E+12 -1191.8633 39377. 0.000 95.940 0.0699 27071027. -9403.2197 -0.001822 0.000 1.074E+12 -1182.0655 41600. 0.000 98.400 0.0655 27044604. -12298. -0.001760 0.000 1.074E+12 -1171.7174 44010. 0.000 100.860 0.0612 27011080. -15167. -0.001698 0.000 1.074E+12 -1160.8027 46628. 0.000 103.320 0.0571 26970521. -18009. -0.001636 0.000 1.074E+12 -1149.3042 49480. 0.000 105.780 0.0532 26922997. -20821. -0.001575 0.000 1.074E+12 -1137.2037 52594. 0.000 108.240 0.0494 26868582. -23603. -0.001513 0.000 1.074E+12 -1124.4818 56005. 0.000 110.700 0.0457 26807352. -26353. -0.001452 0.000 1.075E+12 -1111.1183 59750. 0.000 113.160 0.0423 26739388. -29069. -0.001390 0.000 1.075E+12 -1097.0912 63876. 0.000 115.620 0.0389 26664775. -31750. -0.001329 0.000 1.075E+12 -1082.3778 68437. 0.000 118.080 0.0357 26583602. -34393. -0.001268 0.000 1.075E+12 -1066.9539 73497. 0.000 120.540 0.0327 26495963. -36998. -0.001208 0.000 1.075E+12 -1050.7939 79131. 0.000 123.000 0.0298 26401956. -39562. -0.001147 0.000 1.076E+12 -1033.8713 85430. 0.000 125.460 0.0270 26301682. -42084. -0.001087 0.000 1.076E+12 -1016.1583 92503. 0.000 127.920 0.0244 26195249. -51826. -0.001027 0.000 1.076E+12 -6904.6462 695445. 0.000 130.380 0.0220 26047022. -68981. -0.000967 0.000 1.077E+12 -7041.7611 788413. 0.000 132.840 0.0197 25856172. -86446. -0.000908 0.000 1.077E+12 -7157.9784 895389. 0.000 135.300 0.0175 25621996. -104171. -0.000849 0.000 1.078E+12 -7252.6170 1019196. 0.000 137.760 0.0155 25343920. -122102. -0.000791 0.000 1.079E+12 -7324.9518 1163383. 0.000 140.220 0.0136 25021507. -140182. -0.000733 0.000 1.080E+12 -7374.2107 1332460. 0.000 142.680 0.0119 24654460. -158353. -0.000677 0.000 1.081E+12 -7399.5722 1532213. 0.000 145.140 0.0103 24242624. -176557. -0.000621 0.000 1.082E+12 -7400.1670 1770157. 0.000 147.600 0.008824 23785996. -194731. -0.000567 0.000 1.083E+12 -7375.0833 2056164. 0.000 150.060 0.007496 23284729. -212810. -0.000513 0.000 1.085E+12 -7323.3814 2403368. 0.000 152.520 0.006298 22739136. -230728. -0.000461 0.000 1.087E+12 -7244.1263 2829468. 0.000 154.980 0.005227 22149696. -248416. -0.000410 0.000 1.089E+12 -7136.4493 3358605. 0.000 157.440 0.004279 21517060. -265404. -0.000361 0.000 1.091E+12 -6675.3051 3837600. 0.000 159.900 0.003450 20844021. -280429. -0.000313 0.000 1.094E+12 -5539.7130 3949667. 0.000

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3525.lp6o 162.360 0.002737 20137450. -292801. -0.000267 0.000 1.097E+12 -4519.0174 4061733. 0.000 164.820 0.002135 19403525. -302814. -0.000223 0.000 1.100E+12 -3621.8400 4173800. 0.000 167.280 0.001639 18647675. -310782. -0.000181 0.000 1.104E+12 -2855.7590 4285867. 0.000 169.740 0.001246 17874536. -317034. -0.000140 0.000 1.108E+12 -2227.3306 4397933. 0.000 172.200 0.000950 17087912. -321916. -0.000116 0.000 4.783E+12 -1742.0568 4510000. 0.000 174.660 0.000676 16290745. -325622. -0.000108 0.000 5.899E+12 -1270.4709 4622067. 0.000 177.120 0.000419 15485888. -328176. -0.000101 0.000 5.904E+12 -806.0812 4734133. 0.000 179.580 0.000177 14676152. -329597. -9.509E-05 0.000 5.909E+12 -349.5189 4846200. 0.000 182.040 -4.899E-05 13864299. -329906. -8.915E-05 0.000 5.913E+12 98.7472 4958267. 0.000 184.500 -0.000261 13053044. -329122. -8.356E-05 0.000 5.918E+12 538.3986 5070333. 0.000 186.960 -0.000460 12245046. -327268. -7.830E-05 0.000 5.924E+12 969.2688 5182400. 0.000 189.420 -0.000646 11442912. -324364. -7.339E-05 0.000 5.928E+12 1391.3366 5294467. 0.000 191.880 -0.000821 10649198. -320433. -6.880E-05 0.000 5.933E+12 1804.7115 5406533. 0.000 194.340 -0.000985 9866404. -315495. -6.455E-05 0.000 5.938E+12 2209.6347 5518600. 0.000 196.800 -0.001139 9096982. -309571. -6.063E-05 0.000 5.942E+12 2606.4702 5630667. 0.000 199.260 -0.001283 8343332. -302681. -5.702E-05 0.000 5.946E+12 2995.6881 5742733. 0.000 201.720 -0.001419 7607810. -294841. -5.372E-05 0.000 5.952E+12 3377.8638 5854800. 0.000 204.180 -0.001548 6892729. -286070. -5.072E-05 0.000 5.955E+12 3753.6689 5966867. 0.000 206.640 -0.001669 6200364. -276380. -4.802E-05 0.000 5.959E+12 4123.8532 6078933. 0.000 209.100 -0.001784 5532954. -265786. -4.560E-05 0.000 5.963E+12 4489.2397 6191000. 0.000 211.560 -0.001893 4892711. -254298. -4.345E-05 0.000 5.968E+12 4850.7148 6303067. 0.000 214.020 -0.001998 4281822. -241924. -4.156E-05 0.000 5.970E+12 5209.2154 6415133. 0.000 216.480 -0.002098 3702457. -228671. -3.991E-05 0.000 5.972E+12 5565.7112 6527200. 0.000 218.940 -0.002194 3156773. -214542. -3.850E-05 0.000 5.975E+12 5921.1984 6639267. 0.000 221.400 -0.002287 2646922. -199539. -3.731E-05 0.000 5.980E+12 6276.6865 6751333. 0.000 223.860 -0.002377 2175054. -183660. -3.631E-05 0.000 5.981E+12 6633.1844 6863400. 0.000 226.320 -0.002466 1743328. -166901. -3.551E-05 0.000 5.981E+12 6991.6818 6975467. 0.000 228.780 -0.002552 1353912. -149257. -3.487E-05 0.000 5.981E+12 7353.1366 7087533. 0.000 231.240 -0.002637 1008995. -130719. -3.439E-05 0.000 5.981E+12 7718.4606 7199600. 0.000 233.700 -0.002721 710786. -111276. -3.403E-05 0.000 5.981E+12 8088.5039 7311667. 0.000 236.160 -0.002805 461526. -90917. -3.379E-05 0.000 5.981E+12 8464.0376 7423733. 0.000 238.620 -0.002888 263487. -69626. -3.364E-05 0.000 5.981E+12

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3525.lp6o8845.7357 7535800. 0.000 241.080 -0.002970 118979. -47387. -3.356E-05 0.000 5.981E+12 9234.1576 7647867. 0.000 243.540 -0.003053 30352. -24185. -3.353E-05 0.000 5.981E+12 9629.7278 7759933. 0.000 246.000 -0.003135 0.000 0.000 -3.353E-05 0.000 5.981E+12 10033. 3936000. 0.000








Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load inches inches in-lbs lbs radians psi* lb-in^2 lb/in lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.2394 19280856. 21766. -0.002954 0.000 1.100E+12 0.000 0.000 0.000 2.460 0.2321 19334865. 21766. -0.002911 0.000 1.100E+12 0.000 0.000 0.000 4.920 0.2250 19388867. 21766. -0.002868 0.000 1.100E+12 0.000 0.000 0.000 7.380 0.2180 19442862. 21766. -0.002824 0.000 1.099E+12 0.000 0.000 0.000 9.840 0.2111 19496850. 21766. -0.002781 0.000 1.099E+12 0.000 0.000 0.000 12.300 0.2044 19550831. 21766. -0.002737 0.000 1.099E+12 0.000 0.000 0.000

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3525.lp6o 14.760 0.1977 19604806. 21766. -0.002693 0.000 1.099E+12 0.000 0.000 0.000 17.220 0.1911 19658773. 21766. -0.002649 0.000 1.098E+12 0.000 0.000 0.000 19.680 0.1846 19712733. 21766. -0.002605 0.000 1.098E+12 0.000 0.000 0.000 22.140 0.1783 19766687. 21766. -0.002561 0.000 1.098E+12 0.000 0.000 0.000 24.600 0.1720 19820633. 21766. -0.002517 0.000 1.098E+12 0.000 0.000 0.000 27.060 0.1659 19874573. 21766. -0.002472 0.000 1.098E+12 0.000 0.000 0.000 29.520 0.1599 19928505. 21766. -0.002428 0.000 1.097E+12 0.000 0.000 0.000 31.980 0.1540 19982430. 21766. -0.002383 0.000 1.097E+12 0.000 0.000 0.000 34.440 0.1481 20036348. 21766. -0.002338 0.000 1.097E+12 0.000 0.000 0.000 36.900 0.1425 20090259. 21766. -0.002293 0.000 1.097E+12 0.000 0.000 0.000 39.360 0.1369 20144163. 21766. -0.002248 0.000 1.096E+12 0.000 0.000 0.000 41.820 0.1314 20198060. 21766. -0.002203 0.000 1.096E+12 0.000 0.000 0.000 44.280 0.1260 20251949. 21766. -0.002157 0.000 1.096E+12 0.000 0.000 0.000 46.740 0.1208 20305832. 21766. -0.002112 0.000 1.096E+12 0.000 0.000 0.000 49.200 0.1156 20359707. 21766. -0.002066 0.000 1.095E+12 0.000 0.000 0.000 51.660 0.1106 20413575. 21766. -0.002020 0.000 1.095E+12 0.000 0.000 0.000 54.120 0.1057 20467436. 21766. -0.001974 0.000 1.095E+12 0.000 0.000 0.000 56.580 0.1009 20521289. 21766. -0.001928 0.000 1.095E+12 0.000 0.000 0.000 59.040 0.0962 20575135. 21766. -0.001882 0.000 1.095E+12 0.000 0.000 0.000 61.500 0.0916 20628974. 21631. -0.001836 0.000 1.094E+12 -109.9683 2952.0000 0.000 63.960 0.0872 20682140. 21156. -0.001789 0.000 1.094E+12 -276.1897 7793.2800 0.000 66.420 0.0828 20733627. 20293. -0.001743 0.000 1.094E+12 -425.4474 12635. 0.000 68.880 0.0786 20782532. 19083. -0.001696 0.000 1.094E+12 -558.4188 17476. 0.000 71.340 0.0745 20828050. 17565. -0.001649 0.000 1.094E+12 -675.7839 22317. 0.000 73.800 0.0705 20869472. 15776. -0.001602 0.000 1.093E+12 -778.2246 27158. 0.000 76.260 0.0666 20906176. 13753. -0.001555 0.000 1.093E+12 -866.4245 32000. 0.000 78.720 0.0628 20937630. 11530. -0.001508 0.000 1.093E+12 -941.0688 36841. 0.000 81.180 0.0592 20963381. 9138.9479 -0.001461 0.000 1.093E+12 -1002.8441 41682. 0.000 83.640 0.0556 20983056. 6610.9515 -0.001414 0.000 1.093E+12 -1052.4375 46524. 0.000 86.100 0.0522 20996355. 4004.8595 -0.001367 0.000 1.093E+12 -1066.3365 50225. 0.000 88.560 0.0489 21003193. 1392.9252 -0.001320 0.000 1.093E+12 -1057.1874 53157. 0.000 91.020 0.0457 21003626. -1195.8715 -0.001272 0.000 1.093E+12

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3525.lp6o-1047.5254 56342. 0.000 93.480 0.0427 20997712. -3760.2523 -0.001225 0.000 1.093E+12 -1037.3370 59811. 0.000 95.940 0.0397 20985514. -6298.9055 -0.001178 0.000 1.093E+12 -1026.6087 63598. 0.000 98.400 0.0369 20967095. -8810.4855 -0.001130 0.000 1.093E+12 -1015.3263 67742. 0.000 100.860 0.0341 20942524. -11294. -0.001083 0.000 1.093E+12 -1003.4753 72290. 0.000 103.320 0.0315 20911873. -13747. -0.001036 0.000 1.093E+12 -991.0412 77295. 0.000 105.780 0.0290 20875218. -16169. -0.000989 0.000 1.093E+12 -978.0091 82821. 0.000 108.240 0.0267 20832636. -18558. -0.000942 0.000 1.094E+12 -964.3647 88939. 0.000 110.700 0.0244 20784211. -20913. -0.000896 0.000 1.094E+12 -950.0941 95736. 0.000 113.160 0.0223 20730029. -23232. -0.000849 0.000 1.094E+12 -935.1844 103312. 0.000 115.620 0.0202 20670181. -25489. -0.000802 0.000 1.094E+12 -900.4738 109460. 0.000 118.080 0.0183 20604875. -27644. -0.000756 0.000 1.094E+12 -851.2547 114301. 0.000 120.540 0.0165 20534411. -29675. -0.000710 0.000 1.095E+12 -800.0103 119143. 0.000 123.000 0.0148 20459098. -31578. -0.000664 0.000 1.095E+12 -747.3923 123984. 0.000 125.460 0.0133 20379255. -33351. -0.000618 0.000 1.095E+12 -694.0472 128825. 0.000 127.920 0.0118 20295205. -41288. -0.000572 0.000 1.096E+12 -5758.1383 1201452. 0.000 130.380 0.0104 20176301. -55565. -0.000527 0.000 1.096E+12 -5849.1360 1378423. 0.000 132.840 0.009199 20021994. -70044. -0.000482 0.000 1.097E+12 -5922.4922 1583836. 0.000 135.300 0.008069 19831839. -84682. -0.000437 0.000 1.098E+12 -5978.7660 1822673. 0.000 137.760 0.007049 19605496. -99439. -0.000393 0.000 1.099E+12 -6018.9354 2100449. 0.000 140.220 0.006137 19342722. -114277. -0.000349 0.000 1.100E+12 -6044.5607 2422893. 0.000 142.680 0.005331 19043361. -129164. -0.000306 0.000 1.101E+12 -6057.9991 2795241. 0.000 145.140 0.004630 18707334. -144072. -0.000264 0.000 1.103E+12 -6062.6720 3220926. 0.000 147.600 0.004032 18334611. -158362. -0.000223 0.000 1.105E+12 -5555.1969 3389333. 0.000 150.060 0.003534 17928263. -171382. -0.000183 0.000 1.107E+12 -5030.0982 3501400. 0.000 152.520 0.003134 17491469. -183231. -0.000152 0.000 2.057E+12 -4603.5313 3613467. 0.000 154.980 0.002785 17026813. -194082. -0.000137 0.000 4.244E+12 -4218.4395 3725533. 0.000 157.440 0.002461 16536628. -203994. -0.000128 0.000 5.897E+12 -3839.4633 3837600. 0.000 159.900 0.002154 16023206. -212970. -0.000122 0.000 5.900E+12 -3458.1877 3949667. 0.000 162.360 0.001863 15488855. -221007. -0.000115 0.000 5.904E+12 -3076.0477 4061733. 0.000 164.820 0.001588 14935889. -228104. -0.000109 0.000 5.907E+12 -2694.3444 4173800. 0.000 167.280 0.001328 14366616. -234265. -0.000103 0.000 5.911E+12 -2314.2430 4285867. 0.000

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3525.lp6o 169.740 0.001083 13783338. -239494. -9.672E-05 0.000 5.914E+12 -1936.7776 4397933. 0.000 172.200 0.000852 13188338. -243798. -9.111E-05 0.000 5.918E+12 -1562.8492 4510000. 0.000 174.660 0.000635 12583880. -247188. -8.576E-05 0.000 5.922E+12 -1193.2258 4622067. 0.000 177.120 0.000431 11972200. -249675. -8.066E-05 0.000 5.925E+12 -828.5441 4734133. 0.000 179.580 0.000238 11355504. -251271. -7.582E-05 0.000 5.929E+12 -469.3156 4846200. 0.000 182.040 5.752E-05 10735969. -251991. -7.124E-05 0.000 5.932E+12 -115.9286 4958267. 0.000 184.500 -0.000112 10115730. -251849. -6.691E-05 0.000 5.937E+12 231.3504 5070333. 0.000 186.960 -0.000272 9496892. -250861. -6.285E-05 0.000 5.940E+12 572.3731 5182400. 0.000 189.420 -0.000421 8881516. -249041. -5.905E-05 0.000 5.943E+12 907.1003 5294467. 0.000 191.880 -0.000562 8271629. -246405. -5.550E-05 0.000 5.947E+12 1235.5981 5406533. 0.000 194.340 -0.000695 7669219. -242969. -5.220E-05 0.000 5.951E+12 1558.0356 5518600. 0.000 196.800 -0.000819 7076237. -238747. -4.915E-05 0.000 5.954E+12 1874.6780 5630667. 0.000 199.260 -0.000936 6494600. -233752. -4.635E-05 0.000 5.957E+12 2185.8764 5742733. 0.000 201.720 -0.001047 5926190. -227999. -4.379E-05 0.000 5.960E+12 2492.0622 5854800. 0.000 204.180 -0.001152 5372861. -221497. -4.146E-05 0.000 5.964E+12 2793.7421 5966867. 0.000 206.640 -0.001251 4836438. -214258. -3.935E-05 0.000 5.968E+12 3091.4907 6078933. 0.000 209.100 -0.001345 4318723. -206291. -3.747E-05 0.000 5.970E+12 3385.9403 6191000. 0.000 211.560 -0.001435 3821498. -197603. -3.579E-05 0.000 5.972E+12 3677.7689 6303067. 0.000 214.020 -0.001521 3346529. -188199. -3.431E-05 0.000 5.974E+12 3967.6963 6415133. 0.000 216.480 -0.001604 2895571. -178083. -3.303E-05 0.000 5.977E+12 4256.4742 6527200. 0.000 218.940 -0.001684 2470371. -167257. -3.192E-05 0.000 5.981E+12 4544.8764 6639267. 0.000 221.400 -0.001761 2072675. -155722. -3.099E-05 0.000 5.981E+12 4833.6882 6751333. 0.000 223.860 -0.001836 1704230. -143474. -3.021E-05 0.000 5.981E+12 5123.6906 6863400. 0.000 226.320 -0.001910 1366792. -130511. -2.958E-05 0.000 5.981E+12 5415.6539 6975467. 0.000 228.780 -0.001982 1062127. -116826. -2.908E-05 0.000 5.981E+12 5710.3263 7087533. 0.000 231.240 -0.002053 792019. -102412. -2.870E-05 0.000 5.981E+12 6008.4207 7199600. 0.000 233.700 -0.002123 558271. -87259. -2.842E-05 0.000 5.981E+12 6310.6027 7311667. 0.000 236.160 -0.002193 362712. -71358. -2.823E-05 0.000 5.981E+12 6617.4764 7423733. 0.000 238.620 -0.002262 207200. -54695. -2.812E-05 0.000 5.981E+12 6929.5706 7535800. 0.000 241.080 -0.002331 93622. -37257. -2.805E-05 0.000 5.981E+12 7247.3245 7647867. 0.000 243.540 -0.002400 23902. -19031. -2.803E-05 0.000 5.981E+12 7571.0717 7759933. 0.000 246.000 -0.002469 0.000 0.000 -2.803E-05 0.000 5.981E+12

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3525.lp6o7901.0251 3936000. 0.000





-------------------------------------------------------------------------------- Summary of Pile Response(s)--------------------------------------------------------------------------------

Definitions of Pile-Head Loading Conditions:

Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbsLoad Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radiansLoad Type 3: Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radianLoad Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbsLoad Type 5: Load 1 = Top Deflection, inches, and Load 2 = Slope, radians

Load Load Condition 1 Condition 2 Axial Pile-Head Maximum Maximum Pile-Head Case Type V(lbs) or in-lb, rad., Load Deflection Moment Shear Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians ---- ---- -------------- -------------- ------------- ------------- ------------- ------------- ------------- 1 1 V = 58383. M = 53314480. 103532. 1.38934967 57972212. -839448. 0.00000000 2 1 V = 27367. M = 24991163. 64708. 0.35877284 27107084. -329906. 0.00000000 3 1 V = 21766. M = 19280856. 64370. 0.23935970 21003626. -251991. 0.00000000

The analysis ended normally.

Page 31

load case 1 max. allowable deflection is 6"load case 2 max. allowable deflection is 1"load case 3 max. allowable deflection is 0.75"

Page 63 of 66

Lateral Deflection (inches)D

ep

th (

ft)

-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.40

12

34

56

78

91

01

11

21

31

41

51

61

71

81

92

0 Case 1

Case 2

Case 3

Page 64 of 66

Bending Moment (in-kips)D

ep

th (

ft)

0 5000 1E4 1.5E4 2E4 2.5E4 3E4 3.5E4 4E4 4.5E4 5E4 5.5E4 6E40

12

34

56

78

91

01

11

21

31

41

51

61

71

81

92

0 Case 1

Case 2

Case 3

Page 65 of 66

Shear Force (kips)D

ep

th (

ft)

-900 -800 -700 -600 -500 -400 -300 -200 -100 0 1000

12

34

56

78

91

01

11

21

31

41

51

61

71

81

92

0 Case 1

Case 2

Case 3

Page 66 of 66

Documents

Structural_calcs-South_Providence-9-17-2013.pdf