STRUCTURAL ANALYSIS REPORT MONOPOLE

DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835

STRUCTURAL ANALYSIS REPORT MONOPOLE

Prepared For: PM&A

30 Mansell Court, Suite 103 Roswell, GA 30076

Verizon Wireless Cell Site Name: Shalimar 1250 N Eglin Pkwy Shalimar, FL 32579

Destek Job No: 010010333 November 7, 2013

Shalimar – Structural Analysis

P a g e | 0 DESTEK ENGINEERING, LLC 5150 Stilesboro Road, Suite 510, Kennesaw, GA 30152 ‐Tel: (770) 693‐0835

CONTENTS

1.0 ‐ SUBJECT AND REFERENCES 1.1 ‐ STRUCTURE 2.0 ‐ EXISTING AND PROPOSED APPURTENANCES

3.0 ‐ CODES AND LOADING 4.0 ‐ STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES 5.0 ‐ ANALYSIS AND ASSUMPTIONS 6.0 ‐ RESULTS AND CONCLUSION APPENDICES

A ‐ SOFTWARE OUTPUT



1.0 SUBJECT AND REFERENCES The purpose of this analysis is to evaluate the structural capacity of the existing 181.25 feet tall monopole, located at 1250 N Eglin Pkwy, Shalimar, FL 32579, for the addition of wireless telecommunication appurtenances proposed by Verizon Wireless. The structural analysis is based on the following documentation provided to Destek Engineering, LLC (Destek):

Structural Analysis Report prepared by FS Tan Land Surveyors & Consulting Engineers Inc., dated 5/17/2011.

Final Antenna Design – Shalimar, provided by Verizon Wireless.

Site Photographs provided by PM&A 1.1 STRUCTURE

The structure is a 181.25 feet tall, 12‐sided tapered monopole which is attached to the foundation with anchor bolts and a base plate. The pole is formed by the following sections:

SECTION LENGTH (FT)

LAP SPLICE (IN) SHAFT THICKNESS (IN)

TOP DIA/BOT DIA (IN/IN)

YIELD STRENGTH (KSI)

46.00 48.00 0.40 15.00/28.55 65

52.00 62.00 0.53 26.30/41.29 65

44.00 67.00 0.54 38.74/51.42 65

53.00 ‐ 0.60 48.73/64.00 65

2.0 EXISTING AND PROPOSED APPURTENANCES

Verizon Wireless is proposing the following changes on the monopole: Existing Verizon Wireless appurtenance configuration RAD CENTER (FT)

ANTENNA & TMA MOUNT FEED LINES

175

(6) WPA‐80063‐8CF (3) LNX‐6515DS‐VTM

(3) T‐Arms (12) 1 5/8”

Proposed Verizon Wireless appurtenances RAD CENTER (FT)

ANTENNA & TMA MOUNT FEED LINES

175

(3) HBX‐6517DS‐VTM (3) E15Z09P94 TMAs

(3) T‐Arms



Final Verizon Wireless appurtenance configuration RAD CENTER (FT)

CARRIER ANTENNA & TMA MOUNT FEED LINES

175

(6) WPA‐80063‐8CF (3) LNX‐6515DS‐VTM (3) HBX‐6517DS‐VTM (3) E15Z09P94 TMAs

(3) T‐Arms (12) 1 5/8”

Existing Appurtenances by Others RAD CENTER (FT)

CARRIER ANTENNA & TMA MOUNT FEED LINES

181.25

(10) DB224 (2) DB810

Low Profile Platform

(10) 1 1/4”

142.5

(6) X7C‐FRO‐440 Low Profile Platform

(6) 1 5/8”

137

(9) LPA‐7060 (3) T‐Arms (9) 7/8”

3.0 CODES AND LOADING

The monopole was analyzed per 2010 Florida Building Code, which references ANSI/TIA/EIA‐222‐G‐1. The following wind loading was used in compliance with the standard for Okaloosa County.

Ultimate Design Wind speed at the site is 143 mph (interpolated between the

contours). Basic wind speed (Wo) without ice = 143*(0.6)1/2=111 mph

Service wind speed 60 mph Exposure D Structure Class II, Importance Factor = 1.0

The following load combinations were used with wind blowing at 0o, 60o and 90o, measured from a line normal to the face of the monopole.

1.2D +1.6Wo 0.9D +1.6Wo 1.2D + 1.0Di + 1.0Wi D: Dead Load of structure and appurtenances Wo: Wind Load, without ice Wi: Wind Load, with ice Di: Weight of ice due to factored ice thickness



4.0 STANDARD CONDITIONS FOR ENGINEERING SERVICES ON EXISTING STRUCTURES The analysis is based on the information provided to Destek and is assumed to be current and correct. Unless otherwise noted, the structure is assumed to be in good condition, free of defects and can achieve theoretical strength. It is assumed that the structure has been maintained and shall be maintained during its service. The superstructure and the foundation system are assumed to be designed with proper engineering practice and fabricated, constructed and erected in accordance with the design documents. Destek will accept no liability which may arise due to any existing deficiency in design, material, fabrication, erection, construction, etc. or lack of maintenance. The analysis does not include a qualification of the mounts attached on the structure or their connections. The analysis is performed to verify the capacity of the main structural members, which is the current practice in the tower industry. The analysis results presented in this report are only applicable for the previously mentioned existing and proposed appurtenances. Any deviation of the appurtenances and appurtenance placement will require Destek to generate an additional structural analysis. Additionally, the proposed linear appurtenances should be placed per recommendations of this report.

5.0 ANALYSIS AND ASSUMPTIONS

The monopole was analyzed by utilizing Risa Tower, a non‐linear, 3‐Dimensional, finite element analysis software package, a product of Risa Technologies. Software output for this analysis is provided in Appendix‐A of this report. The shaft thicknesses are based on field measurements (listed in the referenced analysis), which do not appear to be the typical industry practice. We recommend these values to be verified. The following was assumed based on common industry practice: Shaft Steel: 65 ksi yield strength Base Plate Steel: 60 ksi yield strength Anchor Bolts: 75 ksi yield strength.



6.0 RESULTS AND CONCLUSION Based on a feasibility analysis per ANSI/TIA‐222‐G‐1, the existing monopole is found to have adequate structural capacity for the proposed loading by Verizon Wireless. As a maximum, base plate is stressed to 90% of capacity. Monopole shafts are stressed to maximum 89% of capacity. Anchor bolts are stressed below capacity as well. Information regarding the existing soils and foundation system was not available at the time of this analysis, thus a foundation analysis could not be completed. Reactions Comparison

Maximums

Destek Analysis FS Tan Analysis

Moment (kip*ft) 9542 9344

Shear (kips) 88.3 105.8

Should you have any questions about this report, please contact Ahmet Colakoglu at (770) 693‐0835 or [email protected]. Sincerely, Destek Engineering, LLC

10‐7‐2013

Ahmet Colakoglu, P.E. Florida Professional Engineer License No: 69688

APPENDIX A SOFTWARE OUTPUT

Destek Engineering, LLC 5150 Stilesboro Road, Ste 510

Kennesaw, GA 30152 Phone: 770-693-0835

FAX:

Job: 010010333 Project: Shalimar Client: PM&A Drawn by: Ahmet Colakoglu App'd:

Code: TIA-222-G Date: 11/07/13 Scale: NTS Path:

Z:\Destek\Projects\01 - PM&A\010010333 - SHALIMAR\Risa Tower\Shalimar.eri Dwg No. E-1

181.3 ft

135.3 ft

87.3 ft

48.4 ft

1.0 ft

REACTIONS - 111 mph WINDTORQUE 5726 lb-ft

88328 lbSHEAR

9542257 lb-ftMOMENT

68169 lbAXIAL

12

34

46

.00

52

.00

44

.00

53

.00

12

12

12

12

0.4

00

00

.53

00

0.5

40

00

.60

00

4.0

05

.17

5.5

8

15

.00

00

26

.30

26

38

.73

79

48

.72

79

28

.25

52

41

.28

67

51

.41

68

64

.00

02

A5

72

-65

42

79

.71

00

45

.11

15

94

.81

94

30

.0

S

ect

ion

L

en

gth

(ft

)

N

um

be

r o

f S

ide

s

T

hic

kne

ss (

in)

L

ap

Sp

lice

(ft

)

T

op

Dia

(in

)

B

ot

Dia

(in

)

G

rad

e

W

eig

ht

(lb

)4

53

49

.5

DB810K 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB810K 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 DB224 181.25 - 179.5 Low Profile Platform 179.5 T-Arm 176 T-Arm 176 (2) Antel WPA-80063-8CF with pipe 176 (2) Antel WPA-80063-8CF with pipe 176 (2) Antel WPA-80063-8CF with pipe 176 LNX-6515DS-VTM with pipe 176 LNX-6515DS-VTM with pipe 176 LNX-6515DS-VTM with pipe 176 HBX-6517DS-VTM with 2" Pipe 176 HBX-6517DS-VTM with 2" Pipe 176 HBX-6517DS-VTM with 2" Pipe 176 Commscope - E15Z09P94 TMA 176 Commscope - E15Z09P94 TMA 176 Commscope - E15Z09P94 TMA 176 T-Arm 176 (2) X7C-FRO-440 with pipe 143.5 (2) X7C-FRO-440 with pipe 143.5 (2) X7C-FRO-440 with pipe 143.5 Low Profile Platform 143.5 T-Arm 138 T-Arm 138 T-Arm 138 (3) LPA-70060-8CF-EDIN-X with Pipe 138 (3) LPA-70060-8CF-EDIN-X with Pipe 138 (3) LPA-70060-8CF-EDIN-X with Pipe 138DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

DB810K 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB810K 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

DB224 181.25 - 179.5

Low Profile Platform 179.5

T-Arm 176

T-Arm 176

(2) Antel WPA-80063-8CF with pipe 176



LNX-6515DS-VTM with pipe 176



HBX-6517DS-VTM with 2" Pipe 176



Commscope - E15Z09P94 TMA 176



T-Arm 176

(2) X7C-FRO-440 with pipe 143.5



Low Profile Platform 143.5

T-Arm 138

T-Arm 138

T-Arm 138

(3) LPA-70060-8CF-EDIN-X with Pipe 138



MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Okaloosa County, Florida.2. Tower designed for Exposure D to the TIA-222-G Standard.3. Tower designed for a 111 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. TOWER RATING: 88.8%

RRIISSAATToowweerr Job

010010333

Page

1 of 13


Project

Shalimar Date

17:18:39 11/07/13 Kennesaw, GA 30152 Phone: 770-693-0835

FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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 Okaloosa County, Florida. Basic wind speed of 111 mph. Structure Class II. Exposure Category D. Topographic Category 1. Crest Height 0.00 ft. 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, feedline 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

Tapered Pole Section Geometry Section Elevation

ft

Section Length

ft

Splice Length

ft

Numberof

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L1 181.25-135.25 46.00 4.00 12 15.0000 28.2552 0.4000 1.6000 A572-65 (65 ksi)

L2 135.25-87.25 52.00 5.17 12 26.3026 41.2867 0.5300 2.1200 A572-65 (65 ksi)

L3 87.25-48.42 44.00 5.58 12 38.7379 51.4168 0.5400 2.1600 A572-65 (65 ksi)

L4 48.42-1.00 53.00 12 48.7279 64.0002 0.6000 2.4000 A572-65 (65 ksi)


010010333

Page

2 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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 15.5291 18.8048 511.6352 5.2268 7.7700 65.8475 1036.7115 9.2552 2.9480 7.37 29.2519 35.8775 3553.2082 9.9722 14.6362 242.7686 7199.7631 17.6578 6.5004 16.251

L2 28.4237 43.9835 3728.9887 9.2266 13.6247 273.6926 7555.9422 21.6473 5.6287 10.62 42.7432 69.5554 14747.3894 14.5909 21.3865 689.5648 29882.2090 34.2331 9.6444 18.197

L3 41.6458 66.4185 12369.5582 13.6748 20.0662 616.4364 25064.0785 32.6892 8.9346 16.545 53.2306 88.4646 29227.7053 18.2139 26.6339 1097.3875 59223.2549 43.5396 12.3325 22.838

L4 52.1125 92.9831 27490.6039 17.2298 25.2411 1089.1223 55703.4165 45.7635 11.4511 19.085 66.2579 122.4892 62844.2032 22.6973 33.1521 1895.6321 127339.393

5 60.2855 15.5441 25.907

Tower

Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. FactorAf

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in

Double Angle Stitch Bolt Spacing

Horizontals in

L1 181.25-135.25

1 1 1

L2 135.25-87.25

1 1 1

L3 87.25-48.42 1 1 1 L4 48.42-1.00 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 AVA5-50 (7/8 LOW

DENSI.FOAM) C No Inside Pole 138.00 - 7.00 9 No Ice 0.00 0.30

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

C No Inside Pole 143.50 - 7.00 6 No Ice 0.00 0.72

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


LCF114-50J (1-1/4 FOAM)


AVA5-50 (7/8 LOW DENSI.FOAM)

C No CaAa (Out Of Face)

176.00 - 7.00 9 No Ice 0.11 0.30

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 181.25-135.25 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

40.343

0.00 0.00

561.36 L2 135.25-87.25 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

47.520

0.00 0.00

906.24 L3 87.25-48.42 A 0.000 0.000 0.000 0.000 0.00


010010333

Page

3 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

lb B C

0.000 0.000

0.000 0.000

0.000 0.000

0.000 38.445

0.00 733.17

L4 48.42-1.00 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

41.003

0.00 0.00

836.91

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 181.25-135.25 A

B C

0.584 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

83.182

0.00 0.00

1017.72 L2 135.25-87.25 A

B C

0.564 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

97.981

0.00 0.00

1443.79 L3 87.25-48.42 A

B C

0.537 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

77.862

0.00 0.00

1145.71 L4 48.42-1.00 A

B C

0.486 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

81.030

0.00 0.00

1244.94

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

L1 181.25-135.25 -0.7748 0.4473 -1.1618 0.6708 L2 135.25-87.25 -0.9313 0.5377 -1.4881 0.8592 L3 87.25-48.42 -0.9934 0.5736 -1.6433 0.9488 L4 48.42-1.00 -0.9092 0.5249 -1.5476 0.8935

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

Discrete Tower Loads


010010333

Page

4 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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

(2) Antel WPA-80063-8CF with pipe

A From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 10.92 8.12 62.85


B From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 10.92 8.12 62.85


C From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 10.92 8.12 62.85

LNX-6515DS-VTM with pipe

A From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 11.67 9.83 102.85


B From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 11.67 9.83 102.85


C From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 11.67 9.83 102.85

HBX-6517DS-VTM with 2'' Pipe

A From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 5.42 4.96 50.55


B From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 5.42 4.96 50.55


C From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 5.42 4.96 50.55

Commscope - E15Z09P94 TMA

A From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 0.52 0.36 11.90


B From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 0.52 0.36 11.90


C From Leg 4.00 0.00 0.00

0.0000 176.00 No Ice 0.52 0.36 11.90

T-Arm A From Leg 2.00 0.00 0.00

0.0000 176.00 No Ice 4.00 4.00 400.00

T-Arm B From Leg 2.00 0.00 0.00

0.0000 176.00 No Ice 4.00 4.00 400.00

T-Arm C From Leg 2.00 0.00 0.00

0.0000 176.00 No Ice 4.00 4.00 400.00

*** (3) LPA-70060-8CF-EDIN-X

with Pipe A From Leg 4.00

0.00 0.00

0.0000 138.00 No Ice 9.47 11.66 82.85

(3) LPA-70060-8CF-EDIN-X with Pipe

B From Leg 4.00 0.00 0.00

0.0000 138.00 No Ice 9.47 11.66 82.85

(3) LPA-70060-8CF-EDIN-X with Pipe

C From Leg 4.00 0.00 0.00

0.0000 138.00 No Ice 9.47 11.66 82.85

T-Arm A From Leg 2.00 0.00

0.0000 138.00 No Ice 6.00 6.00 400.00


010010333

Page

5 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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 T-Arm B From Leg 2.00

0.00 0.00

0.0000 138.00 No Ice 6.00 6.00 400.00

T-Arm C From Leg 2.00 0.00 0.00

0.0000 138.00 No Ice 6.00 6.00 400.00

*** (2) X7C-FRO-440 with pipe A From Leg 4.00

0.00 0.00

0.0000 143.50 No Ice 9.42 4.31 61.25

(2) X7C-FRO-440 with pipe B From Leg 4.00 0.00 0.00

0.0000 143.50 No Ice 9.42 4.31 61.25

(2) X7C-FRO-440 with pipe C From Leg 4.00 0.00 0.00

0.0000 143.50 No Ice 9.42 4.31 61.25

Low Profile Platform C None 0.0000 143.50 No Ice 31.30 31.30 1822.00 ***

DB810K C From Face 4.00 -6.00 0.00

0.0000 181.25 - 179.50 No Ice 4.08 4.08 35.00

DB224 C From Face 4.00 -2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 C From Face 4.00 2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 C From Face 4.00 6.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB810K A From Face 4.00 -6.00 0.00

0.0000 181.25 - 179.50 No Ice 4.08 4.08 35.00

DB224 A From Face 4.00 -2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 A From Face 4.00 2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 A From Face 4.00 6.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 B From Face 4.00 -6.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 B From Face 4.00 -2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 B From Face 4.00 2.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

DB224 B From Face 4.00 6.00 0.00

0.0000 181.25 - 179.50 No Ice 3.15 3.15 32.00

Low Profile Platform C None 0.0000 179.50 No Ice 31.30 31.30 1822.00


010010333

Page

6 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 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 181.25 -

135.25 Pole Max Tension 26 0.00 -0.01 -0.00

Max. Compression 1 -10788.48 84.18 -69.39 Max. Mx 20 -8927.61 796100.32 -26.53 Max. My 14 -8927.74 86.10 -796081.84 Max. Vy 20 -30580.50 796100.32 -26.53 Max. Vx 14 30580.46 86.10 -796081.84


010010333

Page

7 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

lb

Major Axis Moment

lb-ft

Minor Axis Moment

lb-ft Max. Torque 11 -1193.29

L2 135.25 - 87.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -23061.96 -2949622.8

6 -178.57

Max. Mx 20 -23061.13 2950204.37 -178.56 Max. My 14 -23061.28 296.37 -2950106.9

8 Max. Vy 20 -54670.83 2950204.37 -178.56 Max. Vx 14 54670.77 296.37 -2950106.9

8 Max. Torque 25 2497.68

L3 87.25 - 48.4167

Pole Max Tension 1 0.00 0.00 0.00

Max. Compression 8 -38743.36 -5336852.28

-305.11

Max. Mx 20 -38742.83 5337844.02 -305.11 Max. My 14 -38742.93 498.10 -5337660.2

5 Max. Vy 20 -69669.24 5337844.02 -305.11 Max. Vx 14 69669.19 498.10 -5337660.2

5 Max. Torque 25 3931.13

L4 48.4167 - 1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 8 -68084.93 -9540502.9

0 -469.32

Max. Mx 20 -68084.92 9542109.27 -469.31 Max. My 14 -68084.92 780.78 -9541795.7

9 Max. Vy 20 -88392.35 9542109.27 -469.31 Max. Vx 14 88392.34 780.78 -9541795.7

9 Max. Torque 25 5725.57

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical lb

Horizontal, X lb

Horizontal, Z lb

Pole Max. Vert 20 68168.82 88327.66 -0.00 Max. Hx 20 68168.82 88327.66 -0.00 Max. Hz 2 68168.82 0.00 88327.66 Max. Mx 2 9540816.38 0.00 88327.66 Max. Mz 8 9540502.90 -88327.66 -0.00 Max. Torsion 25 5725.57 44163.82 76493.98 Min. Vert 23 51126.61 76493.98 44163.82 Min. Hx 8 68168.82 -88327.66 -0.00 Min. Hz 14 68168.82 0.00 -88327.66 Min. Mx 14 -9541795.79 0.00 -88327.66 Min. Mz 20 -9542109.27 88327.66 -0.00 Min. Torsion 13 -5725.46 -44163.82 -76493.98

Tower Mast Reaction Summary


010010333

Page

8 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Load Combination

Vertical

lb

Shearx

lb

Shearz

lb

Overturning Moment, Mx

lb-ft

Overturning Moment, Mz

lb-ft

Torque

lb-ft Dead Only 56807.34 0.00 0.00 397.91 653.21 0.001.2 Dead+1.6 Wind 0 deg - No Ice

68168.82 -0.00 -88327.66 -9540816.38 779.54 -4732.67

0.9 Dead+1.6 Wind 0 deg - No Ice

51126.61 -0.00 -88327.65 -9466125.20 579.84 -4734.08


68168.81 44163.82 -76493.98 -8262527.84 -4769863.74 -2473.29


51126.61 44163.82 -76493.98 -8197854.60 -4732654.87 -2473.98


68168.81 76493.98 -44163.82 -4770174.37 -8262216.00 448.18


51126.61 76493.98 -44163.82 -4732886.04 -8197622.53 448.81


68168.82 88327.66 0.00 468.45 -9540502.90 3250.18


51126.61 88327.65 0.00 348.33 -9465891.90 3251.55


68168.81 76493.98 44163.82 4771121.81 -8262234.46 5181.07


51126.61 76493.98 44163.82 4733590.48 -8197636.07 5182.93


68168.81 44163.82 76493.98 8263496.59 -4769882.20 5723.32


51126.61 44163.82 76493.98 8198574.67 -4732668.41 5725.46


68168.82 -0.00 88327.66 9541795.79 779.53 4732.66


51126.61 -0.00 88327.65 9466853.09 579.84 4734.06


68168.81 -44163.82 76493.98 8263517.14 4771452.99 2473.64


51126.61 -44163.82 76493.98 8198589.77 4733836.75 2474.08


68168.81 -76493.98 44163.82 4771142.35 8263828.98 -448.53


51126.61 -76493.98 44163.82 4733605.57 8198821.84 -448.91


68168.82 -88327.66 0.00 468.45 9542109.27 -3250.15


51126.61 -88327.65 0.00 348.33 9467086.38 -3251.53


68168.81 -76493.98 -44163.82 -4770194.92 8263810.51 -5180.69


51126.61 -76493.98 -44163.82 -4732901.14 8198808.29 -5182.81


68168.81 -44163.82 -76493.98 -8262548.38 4771434.53 -5723.69


51126.61 -44163.82 -76493.98 -8197869.69 4733823.21 -5725.57

Dead+Wind 0 deg - Service 56807.35 -0.00 -14432.07 -1554805.31 671.74 -783.13Dead+Wind 30 deg - Service 56807.35 7216.03 -12498.54 -1346445.83 -776935.73 -408.37Dead+Wind 60 deg - Service 56807.35 12498.54 -7216.03 -777197.66 -1346183.88 75.80Dead+Wind 90 deg - Service 56807.35 14432.07 0.00 409.81 -1554543.33 539.67Dead+Wind 120 deg - Service 56807.35 12498.54 7216.03 778017.51 -1346184.29 858.94Dead+Wind 150 deg - Service 56807.35 7216.03 12498.54 1347266.16 -776936.15 948.04Dead+Wind 180 deg - Service 56807.35 -0.00 14432.07 1555625.88 671.74 783.13Dead+Wind 210 deg - Service 56807.35 -7216.03 12498.54 1347266.62 778279.89 408.38Dead+Wind 240 deg - Service 56807.35 -12498.54 7216.03 778017.97 1347528.57 -75.80Dead+Wind 270 deg - Service 56807.35 -14432.07 0.00 409.81 1555887.87 -539.67Dead+Wind 300 deg - Service 56807.35 -12498.54 -7216.03 -777198.12 1347528.16 -858.93Dead+Wind 330 deg - Service 56807.35 -7216.03 -12498.54 -1346446.29 778279.48 -948.05


010010333

Page

9 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

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 -56807.34 0.00 0.00 56807.34 0.00 0.000% 2 0.00 -68168.81 -88327.64 0.00 68168.82 88327.66 0.000% 3 0.00 -51126.61 -88327.64 0.00 51126.61 88327.65 0.000% 4 44163.82 -68168.81 -76493.98 -44163.82 68168.81 76493.98 0.000% 5 44163.82 -51126.61 -76493.98 -44163.82 51126.61 76493.98 0.000% 6 76493.98 -68168.81 -44163.82 -76493.98 68168.81 44163.82 0.000% 7 76493.98 -51126.61 -44163.82 -76493.98 51126.61 44163.82 0.000% 8 88327.64 -68168.81 0.00 -88327.66 68168.82 -0.00 0.000% 9 88327.64 -51126.61 0.00 -88327.65 51126.61 -0.00 0.000% 10 76493.98 -68168.81 44163.82 -76493.98 68168.81 -44163.82 0.000% 11 76493.98 -51126.61 44163.82 -76493.98 51126.61 -44163.82 0.000% 12 44163.82 -68168.81 76493.98 -44163.82 68168.81 -76493.98 0.000% 13 44163.82 -51126.61 76493.98 -44163.82 51126.61 -76493.98 0.000% 14 0.00 -68168.81 88327.64 0.00 68168.82 -88327.66 0.000% 15 0.00 -51126.61 88327.64 0.00 51126.61 -88327.65 0.000% 16 -44163.82 -68168.81 76493.98 44163.82 68168.81 -76493.98 0.000% 17 -44163.82 -51126.61 76493.98 44163.82 51126.61 -76493.98 0.000% 18 -76493.98 -68168.81 44163.82 76493.98 68168.81 -44163.82 0.000% 19 -76493.98 -51126.61 44163.82 76493.98 51126.61 -44163.82 0.000% 20 -88327.64 -68168.81 0.00 88327.66 68168.82 -0.00 0.000% 21 -88327.64 -51126.61 0.00 88327.65 51126.61 -0.00 0.000% 22 -76493.98 -68168.81 -44163.82 76493.98 68168.81 44163.82 0.000% 23 -76493.98 -51126.61 -44163.82 76493.98 51126.61 44163.82 0.000% 24 -44163.82 -68168.81 -76493.98 44163.82 68168.81 76493.98 0.000% 25 -44163.82 -51126.61 -76493.98 44163.82 51126.61 76493.98 0.000% 26 0.00 -56807.34 -14432.07 0.00 56807.35 14432.07 0.000% 27 7216.03 -56807.34 -12498.54 -7216.03 56807.35 12498.54 0.000% 28 12498.54 -56807.34 -7216.03 -12498.54 56807.35 7216.03 0.000% 29 14432.07 -56807.34 0.00 -14432.07 56807.35 -0.00 0.000% 30 12498.54 -56807.34 7216.03 -12498.54 56807.35 -7216.03 0.000% 31 7216.03 -56807.34 12498.54 -7216.03 56807.35 -12498.54 0.000% 32 0.00 -56807.34 14432.07 0.00 56807.35 -14432.07 0.000% 33 -7216.03 -56807.34 12498.54 7216.03 56807.35 -12498.54 0.000% 34 -12498.54 -56807.34 7216.03 12498.54 56807.35 -7216.03 0.000% 35 -14432.07 -56807.34 0.00 14432.07 56807.35 -0.00 0.000% 36 -12498.54 -56807.34 -7216.03 12498.54 56807.35 7216.03 0.000% 37 -7216.03 -56807.34 -12498.54 7216.03 56807.35 12498.54 0.000%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00050569 3 Yes 4 0.00000001 0.00025748 4 Yes 5 0.00000001 0.00062989 5 Yes 5 0.00000001 0.00020529 6 Yes 5 0.00000001 0.00063247 7 Yes 5 0.00000001 0.00020636 8 Yes 4 0.00000001 0.00041819 9 Yes 4 0.00000001 0.00020644


010010333

Page

10 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

10 Yes 5 0.00000001 0.00064826 11 Yes 5 0.00000001 0.00021324 12 Yes 5 0.00000001 0.00062126 13 Yes 5 0.00000001 0.00020148 14 Yes 4 0.00000001 0.00050569 15 Yes 4 0.00000001 0.00025747 16 Yes 5 0.00000001 0.00063986 17 Yes 5 0.00000001 0.00020954 18 Yes 5 0.00000001 0.00063722 19 Yes 5 0.00000001 0.00020843 20 Yes 4 0.00000001 0.00041820 21 Yes 4 0.00000001 0.00020643 22 Yes 5 0.00000001 0.00062196 23 Yes 5 0.00000001 0.00020176 24 Yes 5 0.00000001 0.00064903 25 Yes 5 0.00000001 0.00021355 26 Yes 4 0.00000001 0.00003893 27 Yes 4 0.00000001 0.00022769 28 Yes 4 0.00000001 0.00023026 29 Yes 4 0.00000001 0.00003584 30 Yes 4 0.00000001 0.00024837 31 Yes 4 0.00000001 0.00022017 32 Yes 4 0.00000001 0.00003895 33 Yes 4 0.00000001 0.00023892 34 Yes 4 0.00000001 0.00023595 35 Yes 4 0.00000001 0.00003587 36 Yes 4 0.00000001 0.00022086 37 Yes 4 0.00000001 0.00024945

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 181.25 - 135.25 29.683 34 1.5873 0.0028 L2 139.25 - 87.25 16.866 34 1.2440 0.0013 L3 92.4167 - 48.4167 6.948 34 0.7600 0.0007 L4 54 - 1 2.234 34 0.3978 0.0003

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 181.25 DB810K 34 29.683 1.5873 0.0028 38030 180.38 DB810K 34 29.399 1.5805 0.0028 38030 179.50 DB810K 34 29.116 1.5738 0.0027 38030 176.00 (2) Antel WPA-80063-8CF with

pipe 34 27.985 1.5468 0.0026 36219

143.50 (2) X7C-FRO-440 with pipe 34 18.028 1.2822 0.0014 5036 138.00 (3) LPA-70060-8CF-EDIN-X with

Pipe 34 16.533 1.2326 0.0013 4609


010010333

Page

11 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 181.25 - 135.25 181.457 20 9.7170 0.0167 L2 139.25 - 87.25 103.275 20 7.6233 0.0081 L3 92.4167 - 48.4167 42.597 20 4.6609 0.0043 L4 54 - 1 13.700 20 2.4403 0.0021

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 181.25 DB810K 20 181.457 9.7170 0.0167 6536 180.38 DB810K 20 179.730 9.6765 0.0165 6536 179.50 DB810K 20 178.003 9.6360 0.0163 6536 176.00 (2) Antel WPA-80063-8CF with

pipe 20 171.103 9.4736 0.0155 6225

143.50 (2) X7C-FRO-440 with pipe 20 110.372 7.8608 0.0086 857 138.00 (3) LPA-70060-8CF-EDIN-X with

Pipe 20 101.242 7.5518 0.0079 782

Compression Checks

Pole Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

lb

Pn

lb

Ratio Pu

Pn L1 181.25 -

135.25 (1) TP28.2552x15x0.4 46.00 0.00 0.0 34.3929 -8927.37 2535100.00 0.004

L2 135.25 - 87.25 (2)

TP41.2867x26.3026x0.53 52.00 0.00 0.0 67.0146 -23060.90 4939650.00 0.005

L3 87.25 - 48.4167 (3)

TP51.4168x38.7379x0.54 44.00 0.00 0.0 85.6671 -38742.70 6220260.00 0.006

L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 53.00 0.00 0.0 122.4890

-68084.90 8428920.00 0.008

Pole Bending Design Data Section

No. Elevation

ft

Size

Mux

lb-ft

Mnx

lb-ft

Ratio Mux

Mnx

Muy

lb-ft

Mny

lb-ft

Ratio Muy

Mny L1 181.25 -

135.25 (1) TP28.2552x15x0.4 796130.83 1369516.67 0.581 0.00 1369516.67 0.000


010010333

Page

12 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Section No.

Elevation

ft

Size

Mux

lb-ft

Mnx

lb-ft

Ratio Mux

Mnx

Muy

lb-ft

Mny

lb-ft

Ratio Muy

Mny L2 135.25 - 87.25

(2) TP41.2867x26.3026x0.53 2950266.67 3929941.67 0.751 0.00 3929941.67 0.000

L3 87.25 - 48.4167 (3)

TP51.4168x38.7379x0.54 5337941.67 6224624.67 0.858 0.00 6224624.67 0.000

L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 9542250.00 10870416.67 0.878 0.00 10870416.67 0.000

Pole Shear Design Data Section

No. Elevation

ft

Size

Actual Vu

lb

Vn

lb

Ratio Vu

Vn

Actual Tu

lb-ft

Tn

lb-ft

Ratio Tu

Tn L1 181.25 -

135.25 (1) TP28.2552x15x0.4 30581.50 594143.00 0.051 455.16 2917966.67 0.000

L2 135.25 - 87.25 (2)

TP41.2867x26.3026x0.53 54671.70 1157690.00 0.047 451.51 8361166.67 0.000

L3 87.25 - 48.4167 (3)

TP51.4168x38.7379x0.54 69669.40 1479910.00 0.047 449.45 13210082.67 0.000

L4 48.4167 - 1 (4) TP64.0002x48.7279x0.6 88392.30 2116020.00 0.042 448.53 23035333.33 0.000

Pole Interaction Design Data Section

No. Elevation

ft

Ratio Pu

Pn

Ratio Mux

Mnx

Ratio Muy

Mny

Ratio Vu

Vn

Ratio Tu

Tn

Comb. Stress Ratio

Allow. Stress Ratio

Criteria

L1 181.25 - 135.25 (1)

0.004 0.581 0.000 0.051 0.000 0.588 1.000 4.10-1a

L2 135.25 - 87.25 (2)

0.005 0.751 0.000 0.047 0.000 0.758 1.000 4.10-1a

L3 87.25 - 48.4167 (3)

0.006 0.858 0.000 0.047 0.000 0.866 1.000 4.10-1a

L4 48.4167 - 1 (4) 0.008 0.878 0.000 0.042 0.000 0.888 1.000 4.10-1a

Section Capacity Table

Section No.

Elevation ft

Component Type

Size CriticalElement

P lb

øPallow

lb %

Capacity Pass Fail

L1 181.25 - 135.25 Pole TP28.2552x15x0.4 1 -8927.37 2535100.00 58.8 Pass L2 135.25 - 87.25 Pole TP41.2867x26.3026x0.53 2 -23060.90 4939650.00 75.8 Pass L3 87.25 - 48.4167 Pole TP51.4168x38.7379x0.54 3 -38742.70 6220260.00 86.6 Pass L4 48.4167 - 1 Pole TP64.0002x48.7279x0.6 4 -68084.90 8428920.00 88.8 Pass

Summary


010010333

Page

13 of 13


Project

Shalimar Date


FAX:

Client PM&A

Designed by

Ahmet Colakoglu

Section No.

Elevation ft

Component Type

Size CriticalElement

P lb

øPallow

lb %

Capacity Pass Fail

Pole (L4) 88.8 Pass RATING = 88.8 Pass

Program Version 5.3.1.0 - 1/16/2009 File:Z:/Destek/Projects/01 - PM&A/010010333 - SHALIMAR/Risa Tower/Shalimar.eri

Client: PM&ASite ID: Shalimar

CALCULATION SHEET

BASE PLATE ANALYSIS - CIRCULAR PLATE

Reactions from Risa Tower

Mpoleu 9542 kip ft Vpoleu 71.4kip

Ppoleu 68.2 kip

Base Plate Properties

Diabolt 71 in :Bolt Circle Diameter:

Dia 64 in :Diameter of Pole at the bottom of shaft

n 12 :Number of sides

nbolt 28 :Number of bolts

wide tanπ

n

Dia wide 17.15 in

wwide n

nbolt7.35 in d

Diabolt Dia

23.5 in

Anchor Bolt Properties

db 2.25 in :Anchor Bolt Diameter

:Number of threadsNth 4.5

1

in

:Base Plate yield strengthFbp 60 ksi

t 3.25 in :Thickness of Base Plate

Fubolt 100ksi :Ultimate Stress for bolts

ϕb 0.9 :for bending

ϕt 0.8 :for tension

Prepared By:Destek Engineering, LLC

1 of 4 Job #:10010333Date: 11/7/2013 5:49 PM


CALCULATION SHEET

Number Of Bolts 28Diameter Of Bolts(inch) 71Moment (ft. kips) 9542 114504 (inch.kips)Axial (kips) 68.2Bolt dia(inch) 2.25Bolt Fy(ksi) 75n(number of threads) 4.5

Force=M*xi / xi2 + A x i

2 = 17643.500

MAX F(Tension)= 228.0MAX F(Compression)= -232.8

Bolt # o Radians Cos( o) xi(inch) xi2 Force(kips)

1 0 0.000 1.000 35.500 1260.250 228.02 12.8571429 0.224 0.975 34.610 1197.848 222.23 25.7142857 0.449 0.901 31.984 1023.002 205.14 38.5714286 0.673 0.782 27.755 770.341 177.75 51.4285714 0.898 0.623 22.134 489.909 141.26 64.2857143 1.122 0.434 15.403 237.248 97.57 77.1428571 1.346 0.223 7.899 62.402 48.88 90 1.571 0.000 0.000 0.000 -2.49 102.857143 1.795 -0.223 -7.899 62.402 -53.7

10 115.714286 2.020 -0.434 -15.403 237.248 -102.411 128.571429 2.244 -0.623 -22.134 489.909 -146.112 141.428571 2.468 -0.782 -27.755 770.341 -182.613 154.285714 2.693 -0.901 -31.984 1023.002 -210.014 167.142857 2.917 -0.975 -34.610 1197.848 -227.015 180 3.142 -1.000 -35.500 1260.250 -232.816 192.857143 3.366 -0.975 -34.610 1197.848 -227.017 205.714286 3.590 -0.901 -31.984 1023.002 -210.018 218.571429 3.815 -0.782 -27.755 770.341 -182.619 231.428571 4.039 -0.623 -22.134 489.909 -146.120 244.285714 4.264 -0.434 -15.403 237.248 -102.421 257.142857 4.488 -0.223 -7.899 62.402 -53.722 270 4.712 0.000 0.000 0.000 -2.4


2 of 4 Job #:10010333Date: 11/7/2013 5:49 PM


CALCULATION SHEET

Check Anchor Bolt

Pu 228kip :Maximum Bolt Tension

VuVpoleu

nbolt2.55 kip :Maximum Bolt Shear

Anπ

4db

0.9743

Nth

2

3.25 in2

:Net area of bolts

Rnt Fubolt An 324.768 kip :Nominal Tensile Capacity

ϕt Rnt 259.815 kip

η 0.5 :Variable for anchor bolt detail

PuVu

η

ϕt Rnt89.7 % :Anchor Bolt Usage


3 of 4 Job #:10010333Date: 11/7/2013 5:49 PM


CALCULATION SHEET

Base Plate Check

Fcompression 232.8kip

Mbp Fcompression d 814.8 kip in

S w t2

1

6 S 12.938 in

3 :Elastic Section Modulus

My S Fbp My 776 kip in :Elastic Capacity

Zw t

2

4 Z 19.407 in

3 :Plastic Modulus

Mp Z Fbp Mp 1164 kip in Plastic Capacity

Mp 1.5 My Mp 1.5 Myif

Mp otherwise

Mp 1164 kip in

ϕb Mp 1048 kip in

UsageMbp

ϕb Mp 78 %


4 of 4 Job #:10010333Date: 11/7/2013 5:49 PM

Documents

STRUCTURAL ANALYSIS REPORT MONOPOLE