DATE: October 21, 2011 - Wireless · PDF fileansi/tia/eia-222-g w/ wind – 95 mph (3-sec gust), ... reinforcing steel - astm a615 bars (fy=60 ksi) ... tower design notes 1

DATE: October 21, 2011 PROJECT: Sprint PH80XC101 DC Ranch LOCATION: 10101 E Thompson Peak Pkwy

Scottsdale, AZ ISE JOB NO. 4491 DESIGN CRITERIA: DESIGN SATISFIES ALL CRITERIA FOR:

2006 IBC

ANSI/TIA/EIA-222-G W/ WIND – 95 MPH (3-SEC GUST), EXPOSURE C Kz = 1, TOPO CLASS 1, TOWER CLASS II

SEISMIC DATA: Ss=0.227 S1=0.070, SDS=0.242, SD1=0.112

Seismic Site Class D

Seismic Design Class B, Cs=0.154

WELDING PER AWS D1.1 LATEST EDITION MATERIALS: SOILS - EGS, Project # 1001.03, May 29, 2011 TAPERED SHAFT - ASTM A57 GR 65 (Fy=65 KSI) ANCHOR BOLTS - A615-75 (Fy=75 KSI) BASE PLATE STEEL - A572-60 (Fy=60 KSI) CONCRETE - F’c = 4000 PSI AT 28 Days REINFORCING STEEL - ASTM A615 BARS (Fy=60 KSI) DEFORMED

CONTENTS Pole Detail Foundation Detail Pole Geometry Calculations - Sheets 1 - 26

PREPARED BY: Glen L. Hunt III, PE

10/21/11

ISE Incorporated

Phone: FAX:

Job: Sprint PH80XC101 DC Ranch Project: ISE Job # 4491 Client: Larson Drawn by: Matt G App'd:

Code: TIA-222-G Date: 10/07/11 Scale: NTS Path:

C:\Documents and Settings\Cheetah One\Desktop\ISE Oct 1 to Oct 15 2000 Jobs\Larson\4491 Sprint PH80XC101 DC Ranch\RFQ Larson Quote # 2625 or #2644\4491 Sprint PH80XC101 DC Ranch.eri

Dwg No. E-1

70.0 ft

36.0 ft

1.0 ft

REACTIONS - 95 mph WINDTORQUE 9 kip-ft

17 KSHEAR 1021 kip-ft

MOMENT26 K

AXIAL

12

34.0

0035

.000

88

1.12

51.

125

17.2

0017

.200

17.2

0017

.200

A57

2-65

6.9

7.2

Sec

tion

Len

gth

(ft)

Num

ber o

f Sid

es

Thi

ckne

ss (i

n)

Top

Dia

(in)

Bot

Dia

(in)

Gra

de

Wei

ght (

K)

14.1

4' Lightning Rod 7016' Platform w/Mt Pipes 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70Sprint Filter 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70Sprint Filter 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70Sprint Filter 70Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

4' Lightning Rod 7016' Platform w/Mt Pipes 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70Sprint Filter 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70Sprint Filter 70(4) 9' x1' x 6" Panel 70(5) Sprint RRU 70(3) SPRINT Combiner 70

Sprint Filter 70Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 64Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61Musco Luminaire 61

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Maricopa County, Arizona.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. TOWER RATING: 99.1%

RRIISSAATToowweerr Job

Sprint PH80XC101 DC Ranch

Page

1 of 8

ISE Incorporated

Project

ISE Job # 4491

Date

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Client

Larson Designed by

Matt G

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 Maricopa County, Arizona.

Basic wind speed of 95 mph.

Structure Class II.

Exposure Category C.

Topographic Category 1.

Crest Height 0.000 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.

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 70.000-36.000 34.000 0.000 8 17.200 17.200 1.125 4.500 A572-65

(65 ksi)

L2 36.000-1.000 35.000 8 17.200 17.200 1.125 4.500 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 18.617 60.040 2046.820 5.851 9.305 219.965 4192.619 29.263 2.463 2.19 18.617 60.040 2046.820 5.851 9.305 219.965 4192.619 29.263 2.463 2.19

L2 18.617 60.040 2046.820 5.851 9.305 219.965 4192.619 29.263 2.463 2.19

18.617 60.040 2046.820 5.851 9.305 219.965 4192.619 29.263 2.463 2.19

Monopole Base Plate Data

Base Plate Data Base plate is square Base plate is grouted

Anchor bolt grade A615-75

Anchor bolt size 2.250 in Number of bolts 12

Embedment length 72.000 in

f'c 4.000 ksi Grout space 3.000 in

Base plate grade A572-60

Base plate thickness 3.000 in Bolt circle diameter 26.750 in

Outer diameter 32.750 in

Inner diameter Socket Assembly Base plate type Plain Plate



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ISE Incorporated

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Client

Larson Designed by

Matt G

Feed Line/Linear Appurtenances - Entered As Area

Description Face

or Leg

Allow

Shield

Component

Type

Placement

ft

Total

Number

CAAA

ft2/ft

Weight

klf

HJ5-50A (7/8 AIR) C No Inside Pole 70.000 - 1.000 20 No Ice 0.000 0.002

FSJ2-50 (3/8

SUPERFLEX. FOAM)

C No Inside Pole 70.000 - 1.000 6 No Ice 0.000 0.000

FSJ2-50 (3/8

SUPERFLEX. FOAM)

C No Inside Pole 65.000 - 1.000 2 No Ice 0.000 0.000

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

K

L1 70.000-36.000 A

B C

D

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 1.068

0.000

L2 36.000-1.000 A B

C

D

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

1.100

0.000

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

K

4' Lightning Rod A None 0.000 70.000 No Ice 1.250 0.000 0.020

16' Platform w/Mt Pipes A None 0.000 70.000 No Ice 48.000 0.000 2.700

(4) 9' x1' x 6'' Panel A From Leg 4.500 0.000

0.000

0.000 70.000 No Ice 13.200 7.950 0.060

(5) Sprint RRU A From Leg 4.000 0.000

0.000

0.000 70.000 No Ice 3.033 1.633 0.060

(3) SPRINT Combiner A From Leg 4.000 0.000

0.000

0.000 70.000 No Ice 0.700 0.233 0.010

Sprint Filter A From Leg 1.000 0.000

0.000

0.000 70.000 No Ice 3.033 1.633 0.020

(4) 9' x1' x 6'' Panel B From Leg 4.500 0.000

0.000

0.000 70.000 No Ice 13.200 7.950 0.060

(5) Sprint RRU B From Leg 4.000 0.000

0.000

0.000 70.000 No Ice 3.033 1.633 0.060

(3) SPRINT Combiner B From Leg 4.000 0.000

0.000 70.000 No Ice 0.700 0.233 0.010



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Larson Designed by

Matt G

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral

Vert ft

ft

ft

Azimuth Adjustment

°

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

0.000

Sprint Filter B From Leg 1.000

0.000 0.000

0.000 70.000 No Ice 3.033 1.633 0.020

(4) 9' x1' x 6'' Panel C From Leg 4.500

0.000 0.000

0.000 70.000 No Ice 13.200 7.950 0.060

(5) Sprint RRU C From Leg 4.000

0.000 0.000

0.000 70.000 No Ice 3.033 1.633 0.060

(3) SPRINT Combiner C From Leg 4.000

0.000 0.000

0.000 70.000 No Ice 0.700 0.233 0.010

Sprint Filter C From Leg 1.000

0.000 0.000

0.000 70.000 No Ice 3.033 1.633 0.020

Dishes

Description Face

or Leg

Dish

Type

Offset

Type

Offsets:

Horz Lateral

Vert

ft

Azimuth

Adjustment

°

3 dB

Beam Width

°

Elevation

ft

Outside

Diameter

ft

Aperture

Area

ft2

Weight

K

Musco Luminaire A Paraboloid w/Radome

From Leg

1.000 4.500

0.000

Worst 64.000 2.000 No Ice 3.142 0.070


From Leg

1.000 3.000

0.000

Worst 64.000 2.000 No Ice 3.142 0.070


From Leg

1.000 1.500

0.000

Worst 64.000 2.000 No Ice 3.142 0.070


From Leg

1.000 -1.500

0.000

Worst 64.000 2.000 No Ice 3.142 0.070

Musco Luminaire A Paraboloid

w/Radome

From

Leg

1.000

-3.000

0.000

Worst 64.000 2.000 No Ice 3.142 0.070


From Leg

1.000 -4.500

0.000

Worst 64.000 2.000 No Ice 3.142 0.070


From Leg

1.000 4.500

0.000

Worst 61.000 2.000 No Ice 3.142 0.070


From Leg

1.000 3.000

0.000

Worst 61.000 2.000 No Ice 3.142 0.070


From Leg

1.000 1.500

0.000

Worst 61.000 2.000 No Ice 3.142 0.070



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ISE Incorporated

Project

ISE Job # 4491

Date

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Client

Larson Designed by

Matt G

Description Face or

Leg

Dish Type

Offset Type

Offsets: Horz

Lateral

Vert ft

Azimuth Adjustment

°

3 dB Beam

Width

°

Elevation

ft

Outside Diameter

ft

Aperture Area

ft2

Weight

K


w/Radome

From

Leg

1.000

-1.500 0.000

Worst 61.000 2.000 No Ice 3.142 0.070


w/Radome

From

Leg

1.000

-3.000 0.000

Worst 61.000 2.000 No Ice 3.142 0.070


w/Radome

From

Leg

1.000

-4.500 0.000

Worst 61.000 2.000 No Ice 3.142 0.070

Tower Forces - No Ice - Wind Normal To Face

Section

Elevation

ft

Add

Weight

K

Self

Weight

K

F

a

c e

e CF

qz

psf

DF

DR

AE

ft2

F

K

w

klf

Ctrl.

Face

L1

70.000-36.000

1.068 6.946 A

B

C D

1

1

1 1

1.2

1.2

1.2 1.2

24.25

1

1

1

1 1

1

1

1 1

52.749

52.749

52.749 52.749

1.689 0.050 D

L2

36.000-1.000

1.100 7.151 A

B C

D

1

1 1

1

1.2

1.2 1.2

1.2

19.89

2

1

1 1

1

1

1 1

1

54.300

54.300 54.300

54.300

1.426 0.041 D

Sum Weight: 2.169 14.097 OTM 114.019 kip-ft

3.114

Tower Forces - Service - Wind Normal To Face

Section Elevation

ft

Add Weight

K

Self Weight

K

F a

c

e

e CF

qz

psf

DF

DR

AE

ft2

F

K

w

klf

Ctrl. Face

L1 70.000-36.000

1.068 6.946 A B

C

D

1 1

1

1

1.2 1.2

1.2

1.2

8.655 1 1

1

1

1 1

1

1

52.749 52.749

52.749

52.749

0.603 0.018 D

L2

36.000-1.000

1.100 7.151 A

B C

D

1

1 1

1

1.2

1.2 1.2

1.2

7.099 1

1 1

1

1

1 1

1

54.300

54.300 54.300

54.300

0.509 0.015 D

Sum Weight: 2.169 14.097 OTM 40.694 kip-ft

1.112



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ISE Incorporated

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ISE Job # 4491

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Force Totals

Load

Case

Vertical

Forces

K

Sum of

Forces X

K

Sum of

Forces Z

K

Sum of

Overturning Moments, Mx

kip-ft

Sum of

Overturning Moments, Mz

kip-ft

Sum of Torques

kip-ft

Leg Weight 14.097

Bracing Weight 0.000 Total Member Self-Weight 14.097 -3.030 -0.991

Total Weight 21.596 -3.030 -0.991

Wind 0 deg - No Ice -0.437 -10.318 -607.350 29.130 3.126

Wind 90 deg - No Ice 10.318 0.437 27.091 -605.310 -5.313

Wind 180 deg - No Ice 0.437 10.318 601.290 -31.111 -3.126

Total Weight 21.596 -3.030 -0.991 Wind 0 deg - Service -0.156 -3.683 -218.714 9.760 1.116

Wind 90 deg - Service 3.683 0.156 7.720 -216.674 -1.896

Wind 180 deg - Service 0.156 3.683 212.654 -11.741 -1.116

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




7 0.9 Dead+1.6 Wind 180 deg - No Ice 8 Dead+Wind 0 deg - Service

9 Dead+Wind 90 deg - Service

10 Dead+Wind 180 deg - Service

Maximum Member Forces

Section

No.

Elevation

ft

Component

Type

Condition Gov.

Load

Comb.

Axial

K

Major Axis

Moment

kip-ft

Minor Axis

Moment

kip-ft

L1 70 - 36 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 6 -15.089 -26.268 -449.946

Max. Mx 4 -15.082 -454.965 -21.478

Max. My 2 -15.079 23.963 457.508

Max. Vy 4 15.210 -454.965 -21.478

Max. Vx 2 -15.213 23.963 457.508

Max. Torque 4 8.641 L2 36 - 1 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 6 -25.879 -52.015 -1012.463

Max. Mx 4 -25.879 -1017.632 -46.921 Max. My 2 -25.879 49.520 1020.244

Max. Vy 4 16.566 -988.737 -45.686

Max. Vx 2 -16.566 48.287 991.348 Max. Torque 4 8.625



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Maximum Reactions

Location Condition Gov.

Load Comb.

Vertical

K

Horizontal, X

K

Horizontal, Z

K

Pole Max. Vert 6 25.915 -0.698 -16.509

Max. Hx 3 19.436 0.698 16.509

Max. Hz 3 19.436 0.698 16.509 Max. Mx 2 1020.244 0.698 16.509

Max. Mz 4 1017.632 -16.509 -0.698

Max. Torsion 4 8.590 -16.509 -0.698

Min. Vert 3 19.436 0.698 16.509

Min. Hx 5 19.436 -16.509 -0.698

Min. Hz 7 19.436 -0.698 -16.509 Min. Mx 6 -1012.463 -0.698 -16.509

Min. Mz 2 -49.523 0.698 16.509

Min. Torsion 2 -5.191 0.698 16.509

Tower Mast Reaction Summary

Load

Combination

Vertical

K

Shearx

K

Shearz

K

Overturning

Moment, Mx kip-ft

Overturning

Moment, Mz kip-ft

Torque

kip-ft

Dead Only 21.596 -0.000 0.001 -3.154 -1.031 0.001

1.2 Dead+1.6 Wind 0 deg - No

Ice

25.915 -0.698 -16.509 -1020.244 49.523 5.191


Ice

19.436 -0.698 -16.509 -1005.948 49.159 5.131

1.2 Dead+1.6 Wind 90 deg - No Ice

25.915 16.509 0.698 46.927 -1017.632 -8.590


Ice

19.436 16.509 0.698 47.248 -1004.025 -8.549

1.2 Dead+1.6 Wind 180 deg -

No Ice

25.915 0.698 16.509 1012.463 -52.012 -5.191

0.9 Dead+1.6 Wind 180 deg - No Ice

19.436 0.698 16.509 1000.222 -50.992 -5.131

Dead+Wind 0 deg - Service 21.596 -0.156 -3.682 -228.296 10.186 1.160

Dead+Wind 90 deg - Service 21.596 3.682 0.156 8.019 -226.128 -1.926 Dead+Wind 180 deg - Service 21.596 0.156 3.682 221.850 -12.293 -1.158

Maximum Tower Deflections - Service Wind

Section

No.

Elevation

ft

Horz.

Deflection

in

Gov.

Load

Comb.

Tilt

°

Twist

°

L1 70 - 36 10.170 8 1.040 0.015 L2 36 - 1 3.316 8 0.803 0.007

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of Curvature

ft

70.000 4' Lightning Rod 8 10.170 1.040 0.023 17582

64.000 Musco Luminaire 8 8.807 0.989 0.021 14652 61.000 Musco Luminaire 8 8.135 0.963 0.019 9768



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ISE Incorporated

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ISE Job # 4491

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Larson Designed by

Matt G

Maximum Tower Deflections - Design Wind

Section

No.

Elevation

ft

Horz.

Deflection in

Gov.

Load Comb.

Tilt

°

Twist

°

L1 70 - 36 45.205 2 4.606 0.065

L2 36 - 1 14.795 2 3.580 0.032

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov.

Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius of

Curvature

ft

70.000 4' Lightning Rod 2 45.205 4.606 0.102 4020

64.000 Musco Luminaire 2 39.163 4.495 0.093 3350

61.000 Musco Luminaire 2 36.183 4.436 0.089 2233

Base Plate Design Data

Plate Thickness

in

Number of Anchor

Bolts

Anchor Bolt Size

in

Actual

Allowable Ratio

Bolt

Tension K

Actual

Allowable Ratio

Bolt

Compression K

Actual

Allowable Ratio

Plate

Stress ksi

Actual

Allowable Ratio

Stiffener

Stress ksi

Controlling Condition

Ratio

3.000 12 2.250 173.576

223.654

0.78

177.889

371.266

0.48

53.112

54.000

0.98

Plate 0.98

Compression Checks

Pole Design Data

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio

Pu

Pn

L1 70 - 36 (1) TP17.2x17.2x1.125 34.000 69.000 141.5 60.040 -15.079 677.369 0.022

L2 36 - 1 (2) TP17.2x17.2x1.125 35.000 69.000 141.5 60.040 -25.879 677.369 0.038



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ISE Incorporated

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Pole Bending Design Data

Section

No.

Elevation

ft

Size

Mux

kip-ft

Mnx

kip-ft

Ratio

Mux

Mnx

Muy

kip-ft

Mny

kip-ft

Ratio

Muy

Mny

L1 70 - 36 (1) TP17.2x17.2x1.125 458.135 1072.333 0.427 0.000 1072.333 0.000

L2 36 - 1 (2) TP17.2x17.2x1.125 1021.442 1072.333 0.953 0.000 1072.333 0.000

Pole Shear Design Data

Section

No.

Elevation

ft

Size

Actual

Vu

K

Vn

K

Ratio

Vu

Vn

Actual

Tu

kip-ft

Tn

kip-ft

Ratio

Tu

Tn

L1 70 - 36 (1) TP17.2x17.2x1.125 15.231 1027.120 0.015 5.213 2542.958 0.002 L2 36 - 1 (2) TP17.2x17.2x1.125 16.579 1027.120 0.016 5.191 2542.958 0.002

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 70 - 36 (1) 0.022 0.427 0.000 0.015 0.002 0.450

1.000 4.10-1a

L2 36 - 1 (2) 0.038 0.953 0.000 0.016 0.002 0.991

1.000 4.10-1a

Section Capacity Table

Section

No.

Elevation

ft

Component

Type

Size Critical

Element

P

K

øPallow

K

%

Capacity

Pass

Fail

L1 70 - 36 Pole TP17.2x17.2x1.125 1 -15.079 677.369 45.0 Pass L2 36 - 1 Pole TP17.2x17.2x1.125 2 -25.879 677.369 99.1 Pass

Summary

Pole (L2) 99.1 Pass

Base Plate 98.4 Pass

RATING = 99.1 Pass

ISE Incorporated Job: Sprint PH80XC101 DC Ranch

3470 W. Jasper Drive Project: ISE Job No. 4491

Chandler, Arizona Clent: Larson

Phone: 602-403-8614 Date: October 21, 2011

FAX: 623-321-1283 Designed by: Glen Hunt

SEISMIC DATA

Conterminous 48 States

2005 ASCE 7 Standard

Latitude = 33.666444

Longitude = -111.865902

Spectral Response Accelerations Ss and S1

Ss and S1 = Mapped Spectral Acceleration Values

Site Class B - Fa = 1.0 ,Fv = 1.0

Data are based on a 0.05 deg grid spacing

Period Sa

(sec) (g)

0.2 0.227 (Ss, Site Class B)

1.0 0.070 (S1, Site Class B)




Longitude = -111.865902

Spectral Response Accelerations SMs and SM1

SMs = Fa x Ss and SM1 = Fv x S1

Site Class D - Fa = 1.6 ,Fv = 2.4

Period Sa

(sec) (g)

0.2 0.364 (SMs, Site Class D)

1.0 0.168 (SM1, Site Class D)




Longitude = -111.865902

Design Spectral Response Accelerations SDs and SD1

SDs = 2/3 x SMs and SD1 = 2/3 x SM1

Site Class D - Fa = 1.6 ,Fv = 2.4

Period Sa

(sec) (g)

0.2 0.242 (SDs, Site Class D)

1.0 0.112 (SD1, Site Class D)






SEISMIC CALCULATIONS

ASCE 7-05 Seismic Design Requirements for Non-Building Structures Not Similar to Buildings

IBC/CBC Section 1613 Earthquake Loads

REFERENCE

Importance Factor

I = 1 ASCE 7-05 Table 11.5-1

Site Classification

D IBC/CBC Table 1613.5.2/1613A.5.2

Site Coefficients

SS = 0.227 Mapped Spectral Accelerations: Short Period

S1 = 0.070 Mapped Sectral Accelerations: 1 sec Period

Fa = 1.600 Site Coefficient ASCE 7-05 Table 11.4-1;

IBC/CBC Table 1613.5.3(1)/1613A.5.3(1)

Fv = 2.400 Site Coefficient ASCE 7-05 Table 11.4-2;

IBC/CBC Table 1613.5.3(2)/1613A.5.3(2)

SMS = 0.363 Max Spectral Accelerations: Short Periods ASCE 7-05 Eqn. 11.4-1;

IBC/CBC Eqn. 16-37/16A-37

SM1 = 0.168 Max Spectral Accelerations: 1sec Period ASCE 7-05 Eqn. 11.4-2;


Design Spectral Response Acceleration Parameters ASCE 7-05 11.4.4; IBC/CBC 1613.5.4/1613A.5.4

SDS = 0.242 5% Damped Spectral Acceleration: Short Period ASCE 7-05 Eqn. 11.4-3;


SD1 = 0.112 5% Damped Spectral Acceleration: 1 sec Period ASCE 7-05 Eqn. 11.4-4;


SDC = B Seismic Design Category ASCE 7-05 Tables 11.6-1 & 11.6-2

IBC/CBC Table 1613.5.6(1) & 1613A.5.6(2)

if S1>0.75 then E

Equivalent Lateral Force Procedure

T = Ct hnx = 0.484 Fundamental Period ASCE 7-05 Eqn. 12.8-7

Ct = 0.020 Period Parameter ASCE 7-05 Table 12.8-2

x = 0.750 Period Parameter ASCE 7-05 Table 12.8-2

hn = 70.000 Structure Height (ft)

R = 1.500 Response Modification Factor ASCE 7-05 Table 15.4-2

TL = 8.000 Long-Period Transition Period ASCE 7-05 Figure 22-15

Cs =SDS/[R/I] = 0.161 Seismic Response Coefficient ASCE 7-05 Eqn. 12.8-2

where;

Cs > 0.030 Lower Limit ASCE 7-05 Eqn. 15.4-1

Cs >0.8 S1/[R/I] = 0.037 Lower Limit for S1 > 0.6g ASCE 7-05 Eqn. 15.4-2

Cs <SD1/T[R/I] = 0.154 Upper Limit for T < TL ASCE 7-05 Eqn. 12.8-3

Cs <SD1TL/T2[R/I] = 2.550 Upper Limit for T > TL ASCE 7-05 Eqn. 12.8-4

Design Value Cs = 0.154

W = 21.596 Pole Dead Weight + Appurtenances Weight (kips)

V = CsW = 3.332 Equivalent Seismic Base Shear (kips) ASCE 7-05 Eqn. 12.8-1

Fwind = 16.525 Wind Base Shear (kips) : 1.6W

Lateral Wind Shear > Seismic Base Shear : Wind Controls Design

10/1

2/20

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age 4

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are

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Glen

Typewritten Text

8X30 PORT AT 3'

Glen

Typewritten Text

Mn = Fy I/c = (65 KSI)(2084.518 / 9.639) = 14057 K-IN = 1171 K-FT Mu = 992 K-FT Mn > Mu OK

Glen

Typewritten Text

(3) 8X22 PORTS AT 67'

Glen

Typewritten Text

Mn = Fy I/c = (65 KSI)(1309.329 / 10.593)= 8034 K-IN = 669.5 K-FT

Glen

Typewritten Text

Glen

Typewritten Text

Glen

Typewritten Text

Mu = 29.5 K-FT Mn > Mu OK

Glen

Typewritten Text

Glen

Typewritten Text

6X12 PORT AT 59'

Glen

Typewritten Text

Glen

Typewritten Text

MOMENT CAPACITY Mn = Fy I/c = (65KSI)(1727.655 / 9.1) = 12347 K-IN = 1028 K-FT

Glen

Typewritten Text

Mu = 120.7 K-FT Mu > Mn OK

Glen

Typewritten Text






ANCHOR BOLT & BASE PLATE DESIGN

Calculated Wind Force Reactions from Force Totals Table: M = 608.048 k-Ft, V = 10.327 kip, A = 21.6 kip

(Round or Square Plate)

Geometry

Plate Square/Round Plate = Round

Plate Width/Diameter: OD = 32.75 inch

Pole Diameter: Dp = 17.2 inch

Bolt Circle Diameter: BC = 26.75 inch

No. Bolts: N = 12

Bolt Moment of Inertia: I = 1073.344 inch2

(1/8)(N BC2 )

Anchor Bolt Diameter: Dbolt = 2.25 inch

Nominal Anchor Bolt Area: An = 3.98 inch2

Materials

Anchor Bolt Material: Fu = 100 KSI A615 GR 75

Base Plate Material: Fy = 60 KSI A572 GR60

Loads

Unfactored Base Reactions

M = 608.048

V = 10.327

A = 21.596

Factored Moment: Mu = 1216.096 Kip-Ft 2 X Base Reaction

Factored Base Shear: V = 20.654 Kips 2 X Base Reaction

Axial Dead Load: A = 25.9152 Kips 1.2 DL

Analysis

ANCHOR BOLTS

Anchor Bolt Tension: T = Pu = 179.6865 Kips [(Mu BC/2) / I] - A/N

Anchor Bolt Compression: C = 184.0057 Kips [(Mu BC/2) / I] + A/N

Anchor Bolt Shear: Vu = 1.721167 Kips/bolt V / N

AB Design Strength - Rnt = FuAn = 298.2059 Kips = 0.75 for Rupture Strength

INTERACTION PER TIA-222-G Section 4.9.9

[Pu + Vu/ ] / Rnt < 1.0 For Detail Type D

Ratio = 0.62 < 1.0 OK!!

UN-GROUTED BASEPLATE

Plate Bending: Mpb = 878.63 Kip-Inch Mpb =C(1/2)(BC-Dp)

Required Plastic Modulus: Z = 16.27 inch3

Z = Mpb / (0.9)Fy

Square Plate Bend Line Length: L = 29.12 inch L =[21/2

(OD) - Dp]

Round Plate Bend Line Length: L = 7.78 inch L = .75BC SIN(360/N)

Required Plate Thickness: Tpl = 2.89 inch Tpl = [4Z/ L]1/2

Design Summary

(12) 2.25 Diameter A615 GR 75 Bolts on 26.75" BC Diameter

3" X 32.75" Round A572 GR60 Base Plate






Pole to Base Weld Connection

Socket Flange Assembly

Dp = 17.2 inch

Factored Moment: Mu = 1021.445 Kip-Ft Factored Moment

Factored Base Shear: V = 16.525 Kips Factored Shear

Weld Thickness: Tw = 1.6875 inch Filet Weld Thickness (Top Weld + 1/2 Bottom Weld)

Weld Material Yield: Fyw = 70 ksi

Allowable Weld Force: Fallow = 40.087 kip/inch Fallow = (.707)Tw (.48)Fyw

Weld Force: Fw = 23.446 kip/inch Fw = (3/4)Sqrt [ {Mu/Tw (Dp2/4)}

2 + {V/Tw Dp}

2 ]

Base Weld Stress Ratio = 58.489 %

DESIGN: APPLY 1 1/8" FILET WELD TO POLE AT TOP & BOTTOM OF PLATE






Anchor Bolt Development (ACI 318-05)

Anchor bolts are mechanically anchored with nuts and load plates at bottom of bolts.

Failure cones emanate at 35 degrees from top of nut.

The failure cones from the 4 bolts overlap and exit the sides of the caisson.

Concrete is assumed to crack and carry no load so, vertical reinforcing steel must be developed to transfer bolt loads.

Calculations presented below determine the required length of anchor bolt embedment

and reinforcing development necessary to transfer the design loads.

Minimum Development Length per ACI 318-05 12.2.2, Eq 12-1.

ld = db[fy/√(fc)](3/40)(φtφeλ/2.5) :

where; fy = 60,000psi, f’c = 4000 psi, and φtφeλ = 1.0,

ld = 28.46 db For # 10 Bar ld = 35.58 in.

Anchor Bolts are 2-1/4" X 84" with 72" Embedment on 26.75" Bolt Circle

Reinforcing Cage Diameter = 42.00 in.

Minimum Required AB Depth

cover = 3.00 in.

bottom grip = 3.00 in.

½(Cage-BC) = 7.63 in.

lmin = ld + cover + bottom grip + ½(Cage-BC)/tan65 = 45.13 in.

Bolt Embedment Provided = 72.00 in.

Anchor bolts are restrained by fully developed reinforcement satisfying the requirements of 318-05 Appendix D.






Foundation Design -

Calculated Wind Force Reactions from Force Totals Table: M = 608.048 k-Ft, V = 10.327 kip, A = 21.6 kip

Soils Report – EGS, Project # 1001.03, May 29, 2011

A 48” diameter x 22’-0” pier with 6” exposure is required.

LPile solutions and data are attached.

Per LPile Solutions:

w/ (12) #10 Vertical Reinforcing bars-

Un-factored Pier Moment Capacity @ 0.003in/in Strain = 17609.291 In-Kip = 1467 Ft-Kip

Maximum Pier Moment Load Case 2 (ACI 1.2DL + 1.6 WL)

M = 13369.96 In-Kip = 1114-Kip

Pier Head Deflection for Load Case 1 (Un-Factored Calculated Wind Force) = 0.537”

Plots of deflection, Bending Moment and Shear follow the LPile results printout.

The following Load Cases are plotted:

Load Case 1 - Un-Factored Calculated Wind Force Reactions

Load Case 2 - ACI Factored Wind Force Reactions 1.2DL + 1.6 WL

4491 DC Ranch Fndn.lpo==============================================================================

LPILE Plus for Windows, Version 5.0 (5.0.39)

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

(c) 1985-2007 by Ensoft, Inc. All Rights Reserved

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

This program is licensed to:

Glen Hunt PEISE, Inc

Path to file locations: C:\Documents and Settings\Glen Hunt PE\Desktop\4491 DC Ranch\Name of input data file: 4491 DC Ranch Fndn.lpdName of output file: 4491 DC Ranch Fndn.lpoName of plot output file: 4491 DC Ranch Fndn.lppName of runtime file: 4491 DC Ranch Fndn.lpr

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

Date: October 11, 2011 Time: 16:01:26

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

DC Ranch

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

Units Used in Computations - US Customary Units: Inches, Pounds

Basic Program Options:

Analysis Type 3: - Computation of Nonlinear Bending Stiffness and Ultimate Bending 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 additional p-y curves to be computed at user-specified depths

Solution Control Parameters:Page 1

4491 DC Ranch Fndn.lpo- Number of pile increments = 100- Maximum number of iterations allowed = 300- Deflection tolerance for convergence = 5.0000E-05 in- Maximum allowable deflection = 1.0000E+02 in

Printing Options:- Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile.- Printing Increment (spacing of output points) = 1

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

Pile Length = 270.00 in

Depth of ground surface below top of pile = 42.00 in

Slope angle of ground surface = .00 deg.

Structural properties of pile defined using 2 points

Point Depth Pile Moment of Pile Modulus of X Diameter Inertia Area Elasticity in in in**4 Sq.in lbs/Sq.in----- --------- ----------- ---------- ---------- ----------- 1 0.0000 48.00000000 260576.0000 1810.0000 3605.00000 2 300.0000 48.00000000 260576.0000 1810.0000 3605.00000

Please note that because this analysis makes computations of ultimatemoment capacity and pile response using nonlinear bending stiffness that the above values of moment of inertia and modulus of are not usedfor any computations other than total stress due to combined axial loading and bending.

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

The soil profile is modelled using 1 layers

Layer 1 is sand, p-y criteria by Reese et al., 1974Distance from top of pile to top of layer = 42.000 inDistance from top of pile to bottom of layer = 300.000 inp-y subgrade modulus k for top of soil layer = 90.000 lbs/in**3p-y subgrade modulus k for bottom of layer = 90.000 lbs/in**3

(Depth of lowest layer extends 30.00 in below pile tip)

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

Effective unit weight of soil with depth defined using 2 points

Point Depth X Eff. Unit Weight No. in lbs/in**3----- ---------- ---------------- 1 42.00 .07270

Page 2

4491 DC Ranch Fndn.lpo 2 300.00 .07270

------------------------------------------------------------------------------ Shear Strength of Soils------------------------------------------------------------------------------

Shear strength parameters with depth defined using 2 points

Point Depth X Cohesion c Angle of Friction E50 or RQD No. in lbs/in**2 Deg. k_rm %----- -------- ---------- ------------------ ------ ------ 1 42.000 .00000 33.00 ------ ------ 2 300.000 .00000 33.00 ------ ------

Notes:

(1) Cohesion = uniaxial compressive strength for rock materials.(2) Values of E50 are reported for clay strata. (3) Default values will be generated for E50 when input values are 0.(4) RQD and k_rm are reported only for weak rock strata.

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

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

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

Number of loads specified = 2

Load Case Number 1

Pile-head boundary conditions are Shear and Moment (BC Type 1)Shear force at pile head = 10.327 lbsBending moment at pile head = 7296576.000 in-lbsAxial load at pile head = 21596.000 lbs

Non-zero moment at pile head for this load case indicates the pile-head may rotate under the applied pile-head loading, but is not a free-head(zero moment) condition.

Load Case Number 2

Pile-head boundary conditions are Shear and Moment (BC Type 1)Shear force at pile head = 16524.000 lbsBending moment at pile head = 12257340.000 in-lbsAxial load at pile head = 25915.000 lbs

Non-zero moment at pile head for this load case indicates the pile-head may rotate under the applied pile-head loading, but is not a free-head(zero moment) condition.

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4491 DC Ranch Fndn.lpo

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

Number of sections = 1

Pile Section No. 1

The sectional shape is a circular drilled shaft (bored pile).

Outside Diameter = 48.0000 in

Material Properties:

Compressive Strength of Concrete = 4.000 kip/in**2Yield Stress of Reinforcement = 60. kip/in**2Modulus of Elasticity of Reinforcement = 29000. kip/in**2Number of Reinforcing Bars = 12Area of Single Bar = 1.27000 in**2Number of Rows of Reinforcing Bars = 7Area of Steel = 15.240 in**2Area of Shaft = 1809.557 in**2Percentage of Steel Reinforcement = .842 percentCover Thickness (edge to bar center) = 4.150 in

Unfactored Axial Squash Load Capacity = 7015.08 kip

Distribution and Area of Steel Reinforcement

Row Area of Distance to Number Reinforcement Centroidal Axis in**2 in------ ------------- --------------- 1 1.270 19.850 2 2.540 17.191 3 2.540 9.925 4 2.540 0.000 5 2.540 -9.925 6 2.540 -17.191 7 1.270 -19.850

Axial Thrust Force = .00 lbs

Bending Bending Bending Maximum Neutral Axis Max. Concrete Max. Steel Moment Stiffness Curvature Strain Position Stress Stress in-lbs lb-in2 rad/in in/in inches psi psi ------------- ------------- ------------- ------------- ------------- -------------------------- 17606033. 5.275216E+10 .00033375 .00299226 8.96558046 3393.91487 60000.00000 17622853. 5.202318E+10 .00033875 .00303221 8.95118093 3396.82336 60000.00000 17639500. 5.131491E+10 .00034375 .00307226 8.93749380 3398.80171 60000.00000

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4491 DC Ranch Fndn.lpo

Unfactored (Nominal) Moment Capacity at Concrete Strain of 0.003 = 17609.29091 in-kip

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

Pile-head boundary conditions are Shear and Moment (BC Type 1)Specified shear force at pile head = 10.327 lbsSpecified moment at pile head = 7296576.000 in-lbsSpecified axial load at pile head = 21596.000 lbs

Output Verification:

Computed forces and moments are within specified convergence limits.

Output Summary for Load Case No. 1:

Pile-head deflection = .53704038 inComputed slope at pile head = -.00612046Maximum bending moment = 7302103. lbs-inMaximum shear force = -53287.30322 lbsDepth of maximum bending moment = 45.90000000 inDepth of maximum shear force = 183.60000 inNumber of iterations = 54Number of zero deflection points = 1

------------------------------------------------------------------------------ Computed Values of Load Distribution and Deflection for Lateral Loading for Load Case Number 2------------------------------------------------------------------------------

Pile-head boundary conditions are Shear and Moment (BC Type 1)Specified shear force at pile head = 16524.000 lbsSpecified moment at pile head = 12257340.000 in-lbsSpecified axial load at pile head = 25915.000 lbs

Output Verification:

Computed forces and moments are within specified convergence limits.

Output Summary for Load Case No. 2:

Pile-head deflection = 1.40021378 inComputed slope at pile head = -.01375164Maximum bending moment = 13369963. lbs-inMaximum shear force = -112675.99000 lbsDepth of maximum bending moment = 78.30000000 inDepth of maximum shear force = 183.60000 in

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4491 DC Ranch Fndn.lpoNumber of iterations = 28Number of zero deflection points = 1

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

Definition of Symbols for Pile-Head Loading Conditions:

Type 1 = Shear and Moment, y = pile-head displacment inType 2 = Shear and Slope, M = Pile-head Moment lbs-inType 3 = Shear and Rot. Stiffness, V = Pile-head Shear Force lbsType 4 = Deflection and Moment, S = Pile-head Slope, radiansType 5 = Deflection and Slope, R = Rot. Stiffness of Pile-head in-lbs/rad

Load Pile-Head Pile-Head Axial Pile-Head Maximum Maximum Type Condition Condition Load Deflection Moment Shear 1 2 lbs in in-lbs lbs---- ------------ ------------ ----------- ----------- ----------- ----------- 1 V= 10.327 M= 7.30E+06 21596.0000 .5370404 7302103. -53287.3032 1 V= 16524. M= 1.23E+07 25915.0000 1.4002 1.3370E+07 -112676.

The analysis ended normally.

Page 6

Lateral Deflection (in)D

epth

(ft)

-0.2 0 0.2 0.4 0.6 0.8 1 1.2 1.40

24

68

1012

1416

1820

22 Case 1Case 2

Bending Moment (in-kips)D

epth

(ft)

0 1000 2000 3000 4000 5000 6000 7000 8000 9000 1E4 1.1E4 1.2E4 1.3E4 1.4E40

24

68

1012

1416

1820

22 Case 1Case 2

Shear Force (kips)D

epth

(ft)

-120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 200

24

68

1012

1416

1820

22 Case 1Case 2