Monopole Design

148.0 ft

DESIGNED APPURTENANCE LOADING

Lighthing 152 150 137 (12) 122 Pirod 107 DB874H 15' Low Rod 5/8x4' Profile Rotable Platform

2.3

29.586

22.000

18

0.219

1

37.000

TYPE

ELEVATION

TYPE

ELEVATION

Lighthing Rod 5/8x4' (12) DB874H Pirod 15' Low Profile Rotable Platform

152 150 150

(12) DB874H Pirod 15' Low Profile Rotable Platform

122 122

(12) DB874H

137

107 107

Pirod 15' Low Profile Rotable Platform

137


MATERIAL STRENGTH GRADE A572-65

3.750

5.3

43.307

A572-65

3.5

36.580

28.380 35.106

Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standard. Tower is also designed for a 74 mph basic wind with 0.50 in ice. Deflections are based upon a 50 mph wind. TOWER RATING: 99.3%

74.8 ft

5.500

18

0.313

YIELD

TOWER DESIGN NOTES 1. 2. 3. 4.

111.0 ft

4.750

18

0.250

40.000

2

40.000 3

GRADE

65 ksi

39.5 ft

SHEAR 23 K

8.4

50.780

18

0.375

41.554

AXIAL 38 K

45.000 4

YIELD

MOMENT 2542 kip-ft

19.5

0.0 ft

REACTIONS - 85 mph WIND

Weight (K)

Grade

Bot Dia (in)

Top Dia (in)

Lap Splice (ft)

Thickness (in)

Number of Sides

Length (ft)

Section

74 mph WIND - 0.500 in ICE AXIAL 32 K MOMENT 3001 kip-ft SHEAR 27 K

Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Consulting Engineers

Phone: (414) 351-5588 FAX: (414) 351-4617

Job:

Example #2

Project: Summit Client: Code: Path:

Pole CSD TIA/EIA-222-F

Drawn by:

App'd:

Date:

Scale:

horn 07/15/03

C:\MSDEV\PROJECTS\ERITower\Debug\benchmarks\summitpole.eri

NTS E-1

Dwg No.

148.0 ft

DESIGNED APPURTENANCE LOADING

Lighthing 152 150 137 (12) 122 Pirod 107 DB874H 15' Low Rod 5/8x4' Profile Rotable Platform

2.3

29.586

22.000

18

0.219

1

37.000

TYPE

ELEVATION

TYPE

ELEVATION

Lighthing Rod 5/8x4' (12) DB874H Pirod 15' Low Profile Rotable Platform

152 150 150


122 122

(12) DB874H

137

107 107


137


MATERIAL STRENGTH GRADE A572-65

3.750

5.3

43.307

A572-65

3.5

36.580

28.380 35.106

Tower designed for a 85 mph basic wind in accordance with the TIA/EIA-222-F Standard. Tower is also designed for a 74 mph basic wind with 0.50 in ice. Deflections are based upon a 50 mph wind. TOWER RATING: 99.3%

74.8 ft

5.500

18

0.313

YIELD

TOWER DESIGN NOTES 1. 2. 3. 4.

111.0 ft

4.750

18

0.250

40.000

2

40.000 3

GRADE

65 ksi

39.5 ft

SHEAR 23 K

8.4

50.780

18

0.375

41.554

AXIAL 38 K

45.000 4

YIELD

MOMENT 2542 kip-ft

19.5

0.0 ft

REACTIONS - 85 mph WIND

Weight (K)

Grade

Bot Dia (in)

Top Dia (in)

Lap Splice (ft)

Thickness (in)

Number of Sides

Length (ft)

Section

74 mph WIND - 0.500 in ICE AXIAL 32 K MOMENT 3001 kip-ft SHEAR 27 K

Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Consulting Engineers

Phone: (414) 351-5588 FAX: (414) 351-4617

Job:

Example #2

Project: Summit Client: Code: Path:

Pole CSD TIA/EIA-222-F

Drawn by:

App'd:

Date:

Scale:

horn 07/15/03

C:\MSDEV\PROJECTS\ERITower\Debug\benchmarks\summitpole.eri

NTS E-1

Dwg No.

Page

Job

ERITower

1 of 13

Example #2 Project

Computerized Structural

Date

Summit Pole

8989 N. Port Washington Road Milwaukee, WI 53217 Phone: (414) 351-5588 FAX: (414) 351-4617

16:40:05 07/15/03

Client

Designed by

CSD

horn

Tower Input Data There is a pole section. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Basic wind speed of 85 mph. Nominal ice thickness of 0.500 in. Ice density of 56 pcf. A wind speed of 74 mph is used in combination with ice. Deflections calculated using a wind speed of 50 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads and feedline supports are not considered

Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification v Use Code Stress Ratios v Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile

Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension v Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas

Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules v Calculate Redundant Bracing Forces Consider Feedline Torque v SR Leg Bolts Resist Compression v All Leg Panels Have Same Allowable Offset Girt At Foundation Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets

Tapered Pole Section Geometry Section

Elevation

Section Length ft 37.000

Splice Length ft 3.750

Number of Sides 18

Top Diameter in 22.000

Bottom Diameter in 29.586

Wall Thickness in 0.219

Bend Radius in 0.875

40.000

4.750

18

28.380

36.580

0.250

1.000

5.500

18

35.106

43.307

0.313

1.250

18

41.554

50.780

0.375

1.250

L2

ft 148.000111.000 111.000-74.750

L3

74.750-39.500

40.000

L4

39.500-0.000

45.000

L1

Pole Grade A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi)

Tapered Pole Properties Section L1

Tip Dia. in 22.339 30.042

Area in2 15.123 20.390

I in4 906.444 2221.684

r in 7.732 10.425

C in 11.176 15.030

I/C in3 81.106 147.820

J in4 1814.080 4446.291

It/Q in2 7.563 10.197

w in 3.487 4.822

w/t 15.941 22.044

Project

L2 L3 L4

Area in2 22.321 28.828 34.511 42.645 49.014 59.995

Date

Summit Pole


Tip Dia. in 29.598 37.144 36.637 43.975 43.340 51.563

2 of 13

Example #2


Section

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

I in4 2231.399 4807.071 5278.330 9959.398 10500.631 19257.349

Tower Elevation

Gusset Area (per face)

Gusset Thickness

ft L1 148.000111.000 L2 111.00074.750 L3 74.75039.500 L4 39.5000.000

ft2

in

r in 9.986 12.897 12.352 15.263 14.619 17.894

C in 14.417 18.583 17.834 22.000 21.110 25.796

I/C in3 154.777 258.686 295.971 452.701 497.433 746.518

Gusset Grade Adjust. Factor Af

horn

J in4 4465.735 9620.468 10563.605 19931.901 21015.079 38540.037

Adjust. Factor Ar

It/Q in2 11.163 14.417 17.259 21.327 24.512 30.003

w in 4.555 5.998 5.629 7.072 6.742 8.365

w/t 18.219 23.992 18.012 22.631 17.978 22.307

Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals in in 1.01

1

1.03

1

1.03

1.01

1

1.03

1.01

1

1.03

1.01

Feed Line/Linear Appurtenances - Entered As Area Description

Face

Allow Shield

Component Type

Placement

Total Number

7/8

C

No

Inside Pole

ft 148.000 - 0.000

12

7/8

C

No

Inside Pole

137.000 - 0.000

12

7/8

C

No

Inside Pole

122.000 - 0.000

12

7/8

C

No

Inside Pole

107.000 - 0.000

12

No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice

CAAA

Weight

2

klf 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001

ft /ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Feed Line/Linear Appurtenances Section Areas Tower Section L1

Tower Elevation ft 148.000-111.000

L2

111.000-74.750

Face A B C A

AR

AF

2

2

ft 0.000 0.000 0.000 0.000

ft 0.000 0.000 0.000 0.000

CAAA In Face ft2 0.000 0.000 0.000 0.000

CAAA Out Face ft2 0.000 0.000 0.000 0.000

Weight K 0.000 0.000 0.480 0.000

Project

L3

74.750-39.500

L4

39.500-0.000

Date

Summit Pole


Tower Elevation ft

3 of 13

Example #2


Tower Section

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

Face

AR

AF

B C A B C A B C

ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

CAAA In Face ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

horn

CAAA Out Face ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Weight K 0.000 0.914 0.000 0.000 0.914 0.000 0.000 1.024

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section L1

Tower Elevation ft 148.000-111.000

L2

111.000-74.750

L3

74.750-39.500

L4

39.500-0.000

Face A B C A B C A B C A B C

Ice Thickness in 0.500 0.500 0.500 0.500

AR

AF

ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

CAAA In Face ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

CAAA Out Face ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Weight K 0.000 0.000 0.480 0.000 0.000 0.914 0.000 0.000 0.914 0.000 0.000 1.024

Discrete Tower Loads Description

Face or Leg

Offset Type

Lighthing Rod 5/8x4'

C

(12) DB874H

Offsets: Horz Lateral Vert ft

Azimuth Adjustment

Placement

None

deg 0.000

ft 152.000

C

None

0.000

150.000


C

None

0.000

150.000

(12) DB874H

C

None

0.000

137.000

No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice

CAAA Front

CAAA Side

Weight

ft2 0.250 0.664 0.973 1.494 2.683 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960

ft2 0.250 0.664 0.973 1.494 2.683 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960

K 0.031 0.034 0.039 0.059 0.137 0.015 0.047 0.079 0.143 0.271 2.050 2.325 2.600 3.150 4.250 0.015 0.047 0.079 0.143

4 of 13

Example #2 Project


Face or Leg

Date

Summit Pole


Description

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

Offset Type

Offsets: Horz Lateral Vert ft

horn

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

deg

ft

ft2 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400

ft2 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400 5.600 6.190 6.780 7.960 10.320 20.600 25.200 29.800 39.000 57.400

K 0.271 2.050 2.325 2.600 3.150 4.250 0.015 0.047 0.079 0.143 0.271 2.050 2.325 2.600 3.150 4.250 0.015 0.047 0.079 0.143 0.271 2.050 2.325 2.600 3.150 4.250


C

None

0.000

137.000

(12) DB874H

C

None

0.000

122.000


C

None

0.000

122.000

(12) DB874H

C

None

0.000

107.000


C

None

0.000

107.000

4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice No Ice 1/2'' Ice 1'' Ice 2'' Ice 4'' Ice

Tower Pressures - No Ice GH = 1.690 Section Elevation

z

KZ

qz

AG ft2 79.528

ft L1 148.000111.000

ft 128.781

1.476

ksf 0.027

L2 111.00074.750

92.445

1.342

0.025

99.277

L3 74.75039.500

56.982

1.169

0.022

116.600

L4 39.5000.000

19.180

1

0.018

153.823

F a c e A B C A B C A B C A B C

AF ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

AR ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438

Aleg ft2 81.914 102.256 120.098 158.438

Leg % 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00

CAAA In Face ft2 0.000

CAAA Out Face ft2 0.000

0.000

0.000

0.000

0.000

0.000

0.000

Page

Job

ERITower

5 of 13

Example #2 Project


Date

Summit Pole


16:40:05 07/15/03

Client

Designed by

CSD

horn

Tower Pressure - With Ice GH = 1.690 Section Elevation

z

KZ

qz

tZ

AG

in 0.500

ft L1 148.000111.000

ft 128.781

1.476

ksf 0.021

L2 111.00074.750

92.445

1.342

0.019

0.500

L3 74.75039.500

56.982

1.169

0.016

0.500

L4 39.500-0.000

19.180

1

0.014

0.500

F a c 2 ft e 82.612 A B C 102.298 A B C 119.537 A B C 157.114 A B C

AF

AR

Aleg

Leg %

ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

ft2 85.090 85.090 85.090 105.367 105.367 105.367 123.123 123.123 123.123 161.828 161.828 161.828

ft2 85.090 105.367 123.123 161.828

100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00



0.000

0.000

0.000

0.000

0.000

0.000

Tower Pressure - Service GH = 1.690 Section Elevation

z

KZ

qz

AG

ft L1 148.000111.000

ft 128.781

1.476

ksf 0.009

ft2 79.528

L2 111.00074.750

92.445

1.342

0.009

99.277

L3 74.75039.500

56.982

1.169

0.007

116.600

L4 39.5000.000

19.180

1

0.006

153.823


ft2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Leg %

Aleg

AR

AF

ft2 81.914

ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438

102.256 120.098 158.438

100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00



0.000

0.000

0.000

0.000

0.000

0.000

Tower Forces - No Ice - Wind Normal To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.000-

0.914

3.516

F a c e A B C A

e

CF

1 1 1 1

0.65 0.65 0.65 0.65

RR

DF

1 1 1 1

DR

1 1 1 1

AE

1 1 1 1

ft2 81.914 81.914 81.914 102.256

F

w

K

Ctrl. Face

2.453

klf 0.066

C

2.784

0.077

C


ft 74.750

6 of 13

Example #2


Section Elevation

Page

Job

ERITower

Add Weight

Self Weight

K

K

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

Sum Weight:

3.331

19.507

Project

Date

Summit Pole

16:40:05 07/15/03

Client

Designed by

CSD

F a c e B C A B C A B C

e

CF

1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1

horn

DR

1 1 1 1 1 1 1 1

AE

1 1 1 1 1 1 1 1 OTM

ft2 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438 796.848 kip-ft

F

w

K

klf

Ctrl. Face

2.840

0.081

C

3.219

0.081

C

11.296

Tower Forces - No Ice - Wind 60 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.00074.750

0.914

3.516

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

Sum Weight:

3.331

19.507


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

AE

1 1 1 1 1 1 1 1 1 1 1 1 OTM

ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438 796.848 kip-ft

F

w

K

Ctrl. Face

2.453

klf 0.066

C

2.784

0.077

C

2.840

0.081

C

3.219

0.081

C

11.296

Tower Forces - No Ice - Wind 90 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.00074.750

0.914

3.516

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

F a c e A B C A B C A B C A B

e

CF

1 1 1 1 1 1 1 1 1 1 1

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

RR

DF

1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1

AE

1 1 1 1 1 1 1 1 1 1 1

ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438

F

w

K

Ctrl. Face

2.453

klf 0.066

C

2.784

0.077

C

2.840

0.081

C

3.219

0.081

C


Section Elevation

Add Weight

Self Weight

ft

K

K

3.331

7 of 13

Example #2


Sum Weight:

Page

Job

ERITower

Project

Date

Summit Pole

16:40:05 07/15/03

Client

Designed by

CSD

F a c e C

e

CF

1

RR

0.65

DF

1

DR

1

19.507

1 OTM

horn

AE ft2 158.438 796.848 kip-ft

F

w

K

klf

Ctrl. Face

11.296

Tower Forces - With Ice - Wind Normal To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.858

L2 111.00074.750

0.914

4.262

L3 74.75039.500

0.914

6.178

L4 39.5000.000

1.024

9.581

Sum Weight:

3.331

22.879


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE ft2 85.090 85.090 85.090 105.367 105.367 105.367 123.123 123.123 123.123 161.828 161.828 161.828 623.260 kip-ft

F

w

K

Ctrl. Face

1.932

klf 0.052

C

2.174

0.060

C

2.206

0.063

C

2.492

0.063

C

8.804

Tower Forces - With Ice - Wind 60 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.858

L2 111.00074.750

0.914

4.262

L3 74.75039.500

0.914

6.178

L4 39.5000.000

1.024

9.581

Sum Weight:

3.331

22.879


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

RR

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE ft2 85.090 85.090 85.090 105.367 105.367 105.367 123.123 123.123 123.123 161.828 161.828 161.828 623.260 kip-ft

F

w

K

Ctrl. Face

1.932

klf 0.052

C

2.174

0.060

C

2.206

0.063

C

2.492

0.063

C

8.804

Page

Job

ERITower

8 of 13

Example #2

Computerized Structural 8989 N. Port Washington Road Milwaukee, WI 53217 Phone: (414) 351-5588 FAX: (414) 351-4617

Project

Date

Summit Pole

16:40:05 07/15/03

Client

Designed by

CSD

horn

Tower Forces - With Ice - Wind 90 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.858

L2 111.00074.750

0.914

4.262

L3 74.75039.500

0.914

6.178

L4 39.5000.000

1.024

9.581

Sum Weight:

3.331

22.879


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

AE

1 1 1 1 1 1 1 1 1 1 1 1 OTM

ft2 85.090 85.090 85.090 105.367 105.367 105.367 123.123 123.123 123.123 161.828 161.828 161.828 623.260 kip-ft

F

w

K

Ctrl. Face

1.932

klf 0.052

C

2.174

0.060

C

2.206

0.063

C

2.492

0.063

C

8.804

Tower Forces - Service - Wind Normal To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.00074.750

0.914

3.516

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

Sum Weight:

3.331

19.507


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

AE

1 1 1 1 1 1 1 1 1 1 1 1 OTM

ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438 275.726 kip-ft

F

w

K

Ctrl. Face

0.849

klf 0.023

C

0.963

0.027

C

0.983

0.028

C

1.114

0.028

C

3.909

Tower Forces - Service - Wind 60 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.000-

0.914

3.516

F a c e A B C A

e

CF

1 1 1 1

0.65 0.65 0.65 0.65

RR

DF

1 1 1 1

DR

1 1 1 1

AE

1 1 1 1

ft2 81.914 81.914 81.914 102.256

F

w

K

Ctrl. Face

0.849

klf 0.023

C

0.963

0.027

C

Project

Add Weight

Self Weight

K

K

Date

Summit Pole


ft 74.750

9 of 13

Example #2


Section Elevation

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

Sum Weight:

3.331

19.507

F a c e B C A B C A B C

e

CF

1 1 1 1 1 1 1 1

RR

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

DF

1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 OTM

horn

AE ft2 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438 275.726 kip-ft

F

w

K

klf

Ctrl. Face

0.983

0.028

C

1.114

0.028

C

3.909

Tower Forces - Service - Wind 90 To Face Section Elevation

Add Weight

Self Weight

ft L1 148.000111.000

K 0.480

K 2.258

L2 111.00074.750

0.914

3.516

L3 74.75039.500

0.914

5.303

L4 39.5000.000

1.024

8.429

Sum Weight:

3.331

19.507


e

CF

1 1 1 1 1 1 1 1 1 1 1 1

0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

RR

DF

1 1 1 1 1 1 1 1 1 1 1 1

DR

1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE ft2 81.914 81.914 81.914 102.256 102.256 102.256 120.098 120.098 120.098 158.438 158.438 158.438 275.726 kip-ft

F

w

K

Ctrl. Face

0.849

klf 0.023

C

0.963

0.027

C

0.983

0.028

C

1.114

0.028

C

3.909

Force Totals Load Case

Vertical Forces K

Total Member Self-Weight Wind 0 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Member Ice Wind 0 deg - Ice Wind 90 deg - Ice Wind 180 deg - Ice Wind 0 deg - Service Wind 90 deg - Service Wind 180 deg - Service

19.507 31.788 31.788 31.788 3.373 37.800 37.800 37.800 31.788 31.788 31.788

Sum of Forces X K

Sum of Forces Z K

0.000 27.488 0.000

-27.488 0.000 27.488

0.000 22.723 0.000 0.000 9.511 0.000

-22.723 0.000 22.723 -9.511 0.000 9.511

Sum of Overturning Moments, Mx kip-ft 0.000 -2895.313 0.000 2895.313 0.000 -2427.437 0.000 2427.437 -1001.839 0.000 1001.839

Sum of Sum of Torques Overturning Moments, Mz kip-ft kip-ft 0.000 0.000 0.000 -2895.313 0.000 0.000 0.000 0.000 0.000 0.000 -2427.437 0.000 0.000 0.000 0.000 0.000 -1001.839 0.000 0.000 0.000

Page

Job

ERITower

10 of 13

Example #2 Project


Date

Summit Pole


16:40:05 07/15/03

Client

Designed by

CSD

horn

Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9 10 11

Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Ice Dead+Wind 0 deg+Ice Dead+Wind 90 deg+Ice Dead+Wind 180 deg+Ice Dead+Wind 0 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

Maximum Member Forces Section No.

Elevation ft

Component Type

Condition

L1

148 - 111

Pole

L2

111 - 74.75

Pole

L3

74.75 - 39.5

Pole

L4

39.5 - 0

Pole

Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx

Gov. Load Comb. 1 5 3 2 3 2 1 5 3 2 3 2 1 5 3 2 3 2 1 5 3 2 3 2

Force K 0.000 -11.662 -7.647 -7.647 15.375 -15.375 0.000 -19.412 -14.072 -14.072 22.047 -22.047 0.000 -26.110 -20.535 -20.535 24.564 -24.564 0.000 -37.800 -31.766 -31.766 27.514 -27.514

Major Axis Moment kip-ft 0.000 0.000 -322.622 0.000 -322.622 0.000 0.000 0.000 -1022.554 0.000 -1022.554 0.000 0.000 0.000 -1827.826 0.000 -1827.826 0.000 0.000 0.000 -3000.597 0.000 -3000.597 0.000

Maximum Reactions Location

Condition

Pole

Max. Vert Max. Hx Max. Hz Max. Mx Max. Mz

Gov. Load Comb. 6 11 2 2 3

Vertical K

Horizontal, X K

Horizontal, Z K

37.800 31.788 31.788 3000.597 3000.597

0.000 0.000 0.000 0.000 -27.488

22.723 -9.511 27.488 27.488 0.000

Minor Axis Moment kip-ft 0.000 0.000 0.000 322.622 0.000 322.622 0.000 0.000 0.000 1022.554 0.000 1022.554 0.000 0.000 0.000 1827.826 0.000 1827.826 0.000 0.000 0.000 3000.597 0.000 3000.597

11 of 13

Example #2 Project


Date

Summit Pole


Location

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

Condition

Gov. Load Comb. 1 1 3 4 4 1 1

Max. Torsion Min. Vert Min. Hx Min. Hz Min. Mx Min. Mz Min. Torsion

horn

Vertical K

Horizontal, X K

Horizontal, Z K

0.000 31.788 31.788 31.788 -3000.597 0.000 0.000

0.000 0.000 -27.488 0.000 0.000 0.000 0.000

0.000 0.000 0.000 -27.488 -27.488 0.000 0.000

Tower Mast Reaction Summary Load Combination

Vertical

Shearx

Shearz

K

K

K

Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Ice Dead+Wind 0 deg+Ice Dead+Wind 90 deg+Ice Dead+Wind 180 deg+Ice Dead+Wind 0 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

31.788 31.788 31.788 31.788 37.800 37.800 37.800 37.800 31.788 31.788 31.788

0.000 0.000 27.488 0.000 0.000 0.000 22.723 0.000 0.000 9.511 0.000

0.000 -27.488 0.000 27.488 0.000 -22.723 0.000 22.723 -9.511 0.000 9.511

Overturning Moment, Mx kip-ft 0.000 -3000.597 0.000 3000.597 0.000 -2541.816 0.000 2541.816 -1040.041 0.000 1040.041

Overturning Moment, Mz kip-ft 0.000 0.000 -3000.597 0.000 0.000 0.000 -2541.816 0.000 0.000 -1040.041 0.000

Torque kip-ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Solution Summary Load Comb. 1 2 3 4 5 6 7 8 9 10 11

PX K 0.000 0.000 27.488 0.000 0.000 0.000 22.723 0.000 0.000 9.511 0.000

Sum of Applied Forces PY K -31.788 -31.788 -31.788 -31.788 -37.800 -37.800 -37.800 -37.800 -31.788 -31.788 -31.788

PZ K 0.000 -27.488 0.000 27.488 0.000 -22.723 0.000 22.723 -9.511 0.000 9.511

PX K 0.000 0.000 -27.488 0.000 0.000 0.000 -22.723 0.000 0.000 -9.511 0.000

Sum of Reactions PY K 31.788 31.788 31.788 31.788 37.800 37.800 37.800 37.800 31.788 31.788 31.788

Non-Linear Convergence Results Load Combination. 1 2 3 4 5 6

Converged? Yes Yes Yes Yes Yes Yes

Number of Cycles 4 4 4 4 4 4

Displacement Tolerance 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001

Force Tolerance 0.00000001 0.00030937 0.00030937 0.00030937 0.00000001 0.00064930

PZ K 0.000 27.488 0.000 -27.488 0.000 22.723 0.000 -22.723 9.511 0.000 -9.511

% Error 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000%

12 of 13

Example #2 Project


Date

Summit Pole


7 8 9 10 11

Page

Job

ERITower

16:40:05 07/15/03

Client

Designed by

CSD

Yes Yes Yes Yes Yes

4 4 4 4 4

0.00000001 0.00000001 0.00000001 0.00000001 0.00000001

horn

0.00064930 0.00064930 0.00011362 0.00011362 0.00011362

Maximum Tower Deflections - Service Wind Section No. L1 L2 L3 L4

Elevation ft 148 - 111 114.75 - 74.75 79.5 - 39.5 45 - 0

Horz. Deflection in 38.358 23.318 10.813 3.377

Gov. Load Comb. 9 9 9 10

Tilt

Twist

deg 2.254 1.984 1.328 0.692

deg 0.000 0.000 0.000 0.000

Critical Deflections and Radius of Curvature - Service Wind Elevation

Appurtenance

ft 152.000 150.000 137.000 122.000 107.000

Lighthing Rod 5/8x4' (12) DB874H (12) DB874H (12) DB874H (12) DB874H


Deflection

Tilt

Twist

in 38.358 38.358 33.207 26.417 20.188

deg 2.254 2.254 2.189 2.068 1.871

deg 0.000 0.000 0.000 0.000 0.000

Radius of Curvature ft 24812 24812 11278 4770 3523

Maximum Tower Deflections - Design Wind Section No. L1 L2 L3 L4

Elevation ft 148 - 111 114.75 - 74.75 79.5 - 39.5 45 - 0

Horz. Deflection in 110.407 67.162 31.169 9.739

Gov. Load Comb. 3 2 2 2

Tilt

Twist

deg 6.491 5.717 3.828 1.995

deg 0.000 0.000 0.000 0.000

Critical Deflections and Radius of Curvature - Design Wind Elevation

Appurtenance

ft 152.000 150.000 137.000 122.000 107.000

Lighthing Rod 5/8x4' (12) DB874H (12) DB874H (12) DB874H (12) DB874H

Compression Checks


Deflection

Tilt

Twist

in 110.407 110.407 95.600 76.075 58.157

deg 6.491 6.491 6.309 5.962 5.382

deg 0.000 0.000 0.000 0.000 0.000

Radius of Curvature ft 8813 8813 4004 1691 1244

Page

Job

ERITower

13 of 13

Example #2 Project


Date

Summit Pole


16:40:05 07/15/03

Client

Designed by

CSD

horn

Pole Design Data: Section No. L1 L2 L3 L4

Elevation ft 148 - 111 (1) 111 - 74.75 (2) 74.75 - 39.5 (3) 39.5 - 0 (4)

Size

L

Lu

Kl/r

Fa

A

TP29.586x22x0.219 TP36.58x28.38x0.25 TP43.307x35.106x0.313 TP50.78x41.554x0.375

ft 37.000 40.000 40.000 45.000

Actual Mx kip-ft 322.622 1022.55 0 1827.82 5 3000.60 0

Actual P K -7.647 -14.072 -20.535 -31.766

Allow. Pa K 774.393 1094.150 1619.540 2339.790

ft 0.000 0.000 0.000 0.000

0.0 0.0 0.0 0.0

ksi 39.000 39.000 39.000 39.000

in2 19.856 28.055 41.527 59.995

Actual fbx ksi -27.623 -50.093

Allow. Fbx ksi 39.000 39.000

Ratio fbx Fbx 0.708 1.284

Actual My kip-ft 0.000 0.000

Actual fby ksi 0.000 0.000

Allow. Fby ksi 39.000 39.000

Ratio fby Fby 0.000 0.000

-51.106

39.000

1.310

0.000

0.000

39.000

0.000

-48.233

39.000

1.237

0.000

0.000

39.000

0.000

Pole Bending Design Data: Section No.

Elevation

Size

L1 L2

ft 148 - 111 (1) 111 - 74.75 (2)

TP29.586x22x0.219 TP36.58x28.38x0.25

L3

74.75 - 39.5 (3)

TP43.307x35.106x0.313

L4

39.5 - 0 (4)

TP50.78x41.554x0.375

Pole Interaction Design Data: Section No.

Elevation

Size

L1

ft 148 - 111 (1)

TP29.586x22x0.219

Ratio P Pa 0.010

Ratio fbx Fbx 0.708

Ratio fby Fby 0.000

L2

111 - 74.75 (2)

TP36.58x28.38x0.25

0.013

1.284

0.000

L3

74.75 - 39.5 (3)

TP43.307x35.106x0.313

0.013

1.310

0.000

L4

39.5 - 0 (4)

TP50.78x41.554x0.375

0.014

1.237

0.000

Comb. Stress Ratio 0.718 1.297 1.323 1.250

Allow. Stress Ratio 1.333 1.333 1.333 1.333

Criteria

H1-3 H1-3 H1-3 H1-3

Section Capacity Table Section No. L1 L2 L3 L4

Elevation ft

Component Type

Size

Critical Element

P K

SF*Pallow K

% Capacity

Pass Fail

148 - 111 111 - 74.75 74.75 - 39.5 39.5 - 0

Pole Pole Pole Pole

TP29.586x22x0.219 TP36.58x28.38x0.25 TP43.307x35.106x0.313 TP50.78x41.554x0.375

1 2 3 4

-7.647 -14.072 -20.535 -31.766

1032.266 1458.502 2158.847 3118.940

53.9 97.3 99.3 93.8 Summary Pole (L3) 99.3 RATING = 99.3

Pass Pass Pass Pass Pass Pass

Ratio P Pa 0.010 0.013 0.013 0.014

Monopole Design

Recommend Documents