Structural Analysis Report

Structural Analysis: Self-Supporting Triangular Crank-Up Tower

Tower Model: HDX-572

IBC 2003 (TIA-222-G)

Basic Wind Velocity: 90 mph

Exposure C Ice: None

1

1

Max. Allowable Antenna Wind Load (lbs) - Unfactored: 167

Max. Allowable Antenna Weight (lbs): 300

Max. Allowable Effective Antenna Wind Area (sq. ft.): 10.8

Note: The maximum antenna values shown above include the

antenna, rotator, and any other items placed at the top of the tower.

For purposes of these calculations the antenna was placed 1 ft. above the

top of the tower.

Date Prepared: 4/1/2013 Sheet 1 of 13Prepared By: Remigio Fernandez-Garcia, P.E.

1099 W. Ropes Ave - Woodlake, CA 93285 - Ph: 559-564-6000

Topographic Cathegory:

Structure Classification:

Design Code:

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

1

11" max.

No ScalePlan View

Elevation ViewNo Scale

DIA

GO

NA

L S

IZE

LEG

SIZE

SEC

TION

NO

.

21'

72'

17'

17'

17'

4'

4'

2" OD Tube Mast.See cover sheet for max. allowableantenna wind load and area @ 1 FT. above top of tower.

23 3/4"

13 15/16"

19 15/16"

16 11/16"

THIS DOCUMENT CONTAINS PROPRIETARYINFORMATION AND SHALL NOT BE USED

OR REPRODUCED OR ITS CONTENTS DISCLOSED, IN WHOLE OR IN PART,

WITHOUT THE PRIOR WRITTEN CONSENTOF US TOWER CORPORATION.

HDX-572 TOWER ELEVATION

Ground Level

NO

. 5 T

OP

PIPE

1.0

5" O

D X

0.1

54"

WA

LL

3/8"

SO

LID

RO

D

NO

. 6

PIPE

1.3

15" O

D X

0.1

79"

WA

LL

7/16

" SO

LID

RO

D

NO

. 7

PIPE

1.6

6" O

D X

0.1

91"

WA

LL

1/2"

SO

LID

RO

D

NO

. 8 B

ASE

PIPE

1.9

" OD

X 0

.2" W

ALL

5/8"

SO

LID

RO

D

CO - AX CABLE DIA. (in) MAX. QUANTITY

7/8" 1

2

General Notes:

Tower Model:

1. All work shall be in conformance with the requirements of the "International Building Code - 2003" and "Structural Standards for Antenna Supporting Structures and Antennas ANSI/TIA-222-G", by the Telecommunications Industry Association. 2. Steel design is per the requirements of ANSI/TIA-222-G and the Americal Institute of Steel Construction Specification for Structural Steel Buildings, ANSI/AISC 360-05. 3. All concrete shall have a minimum compressive strength of 2500 psi at 28 days unless noted otherwise. All concrete shall conform to the requirements of the International Building Code and referenced edition of ACI 318. Slump shall not exceed 4-1/2 inches. 4. Reinforcing steel shall be intermediate grade deformed bars conforming to ASTM A-615. No. 4 bars and smaller shall be Grade 40, No. 5 bars and larger shall be Grade 60. All reinforcing details, placement etc. shall conform to the requirements of the International Building Code and ACI 318. No welding allowed. 5. All reinforcing steel, anchor bolts, dowels and other inserts etc. shall be securely anchored in place, in the required positions, prior to pouring concrete. 6. Steel fabrication and erection shall conform to the requirements of the AISC Manual of Steel Construction and the Telecommunications Industry Association (as referenced in note 1 & 2 above). 7. All welding shall be performed by AWS certified welders for each type of weld used. Using the GMAW welding process with ER70S-6 welding wire. 8. All tower section lift cables & guy cables shall be 7 x 19 Aircraft cable with the following minimum strengths:

Cable diameter (in) Minimum Strength (lbs)3/16 42001/4 7000

5/16 98003/8 14400

7/16 176001/2 22800

9. The wind load of the antenna(s) shall not exceed the load shown in these calculations. The Owner of the tower shall assume full liability for verification of the antenna loading. 10. This tower is designed to be used in its fully extended position. Unless otherwise noted. 11. The design of the hoist system is not with in the scope of these calculations and shall be designed by others. 12.This tower has not been designed to meet any twist or sway criteria. 13. The Owner shall verify that the quantity and size of waveguide / Coax cables match the values used in these calculations. 14. The engineering and design of the antennas are not with-in the scope of these calculations. 15. Installations on hills, escarpments and other special wind areas is not with-in the scope of these calcuations. 16. Seismic analysis is not with-in the scope of these calculations. Unless noted otherwise. 17. US Tower Corp. recommends that the installation of this tower and its foundation be performed by a Professional, licensed Contractor with experience installing these types of structures. 18. The Contractor is responsible for conducting all construction in accordance with all Federal, State, OSHA, and Local laws and ordinances. The Contractor is also responsible for checking the site for underground facilities prior to the start of work. 19. US Tower Corp. and it's Engineers shall not be responsible for errors and omissions in the project not in conformance with these calculations and the Codes and Standards referenced here-in. 20. US Tower Corp. and it's Engineers accept no responsibility for field inspection during construction nor for the method of construction. 21. The Owner shall assume full responsibility & liability for the periodic inspection of all tower section lift cables & guy cables. Any cable with any sign of distress or excessive stretch shall be replaced immediately. 22. The information contained in these calculations is the property of US Tower Corp. and shall only be used to obtain an installation permit. Any other use shall be authorized by US Tower in writing prior to utilizing the information contained herein. 23. This tower has not been designed for snow or ice loading per TIA-G T. 2-3, Structure Class 1 The tower shall be fully retracted prior to any snow or ice event. Unless noted otherwise. 24. Foundation design covers F0,S0, P0, C0 & C1 exposure classes. If local conditions are known to differ, a qualified local professional engineer shall provide the foundation design. 25. Foundation Design does not include considerations for frost depth or high ground water level.

HDX-572

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

3

Code & Material Specifications

Tower Model:

Governing Codes, Stresses, and Materials (Min.)

International Building Code 2003 Edition (Occ. Cat. II)

TIA-222-G ANSI/TIA-222-G

AISC Spec for Structural Steel Bldgs ANSI/AISC 360-05

ACI 318 2008 Edition

Structural Steel ASTM A36

(All plates, bars, angles) (F-y = 36 ksi)

(Min. F-y for plates - 42 ksi)

Structural Pipe ASTM A53 Gd. B, A500 Gd. B

(F-y = 50 ksi for tower legs)

Structural Tubing (HSS) ASTM A500 Gd. B (F-y = 46 ksi)

ASTM A513 Type 1A (F-y = 42 ksi)

Welding AWS D1.1-08

GMAW w/ ER70S-6 wire per

AWS A5.18

Hot-Dip Galvanizing ASTM A123

Hardware ASTM A153

Bolts: Tower & Accessories ASTM A325

Reinforced Concrete 2500 psi strength @ 28 days

Exposure Class F0, S0, P0, C0 & C1

Reinforcing Steel ASTM A615

Gd. 40 for #4 & smaller dia.

Gd. 60 for $5 & larger dia.

Anchor Rods ASTM F1554 Gd. 36

or ASTM A-36

Foundation & Soils 1500 psf Bearing (TL = DL+LL)

Lateral Bearing Pressure 100 psf/ft of depth

HDX-572

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

4

Tower Model:

Design per TIA-222-G Note: If a tower section is not in the tower being designed thenAll units are in lbs. and inches U.O.N. input 0 for section length and top & bottom lap lengths.Tower Height (ft): 72

Ice t (in): 0 Design Thickness Modifier: 1.00

Density (pcf): 56

Design Ice t (in): 0

Tower section No.: 3 4 5 6 7 8 9 10

Lgth. of Section (ft): 0 0 21 21 21 21 0 0

Face width (C.L.): 8.95 11.47 13.94 16.68 19.94 23.725 28.25 34.25 Leg dia.: 1.05 1.05 1.05 1.315 1.66 1.9 2.375 2.875Leg Thkn's: Spec. 0.154 0.154 0.154 0.179 0.191 0.2 0.218 0.276

Leg Thkn's: Design 0.154 0.154 0.154 0.179 0.191 0.200 0.218 0.276Leg F-y: 50000 50000 50000 50000 50000 50000 50000 50000

Web dia: 0.375 0.375 0.375 0.4375 0.5 0.625 0.75 0.875Web F-y: 36000 36000 36000 36000 36000 36000 36000 36000

Web spacing: (leg 15 15 15 15 15 30 30 30 unsupported length) Web "phi": 40 31 25 21 17 31 26 21.5

Web clear width: 7.90 10.42 12.89 15.37 18.28 21.83 25.88 31.38 Web L: 10.31 12.16 14.22 16.46 19.12 25.46 28.79 33.72 No. of diagonal webs: 0 0 41 46 46 21 0 0

Top Lap (ft): 0 0 0 4 4 4 0 0

Bottom Lap (ft): 0 0 4 4 4 0 0 0

No. of additionallap diagonal webs: 0 0 7 13 13 4 0 0Top plate depth: 4 4 5 4 6 8 6 8

Bot plate depth: 2.5 2.5 3 6 5 8 8 8

Plate Thkn's: 0.375 0.375 0.375 0.375 0.375 0.375 0.375 0.375

Yellow = No Ice Condition Green = With Ice ConditionAppurtenance @ top of Section: (Coax arms need not be included since R-a <0.1)Weight (lbs): 0 0 0 0 0 0 0 0

Area - No Ice (sq. ft.): 0 0 0 0 0 0 0 0

Area - w/ Ice (sq. ft.): 0 0 0 0 0 0 0 0

C-f, (TIA Tbl 2-8): 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2

Conc. EPA No Ice: 0 0 0 0 0 0 0 0

Conc. EPA w/ Ice: 0 0 0 0 0 0 0 0

Projected Areas Outside Lap Areas:

Section L (ft) Used: 0 0 17 13 13 17 0 0 Section PA (sqft/ft): 0.000 0.000 0.442 0.472 0.590 0.810 0.000 0.000

Section PA (sqft/ft): 0.000 0.000 0.442 0.472 0.590 0.810 0.000 0.000

Projected Areas at Laps:

Lap PA (sqft/ft): Lap 3+4: 0.000 0.000 Lap 6+7: 1.966 1.966 Lap9+10: 0.000

Lap 4+5: 0.000 0.000 Lap 7+8: 2.358 2.358 0.000

Lap 5+6: 1.290 1.290 Lap 8+9: 0.000 0.000

Weight:

Legs: 0 0 93 137 189 229 0 0 Webs: 0 0 65 114 171 154 0 0 Anchors: 0 0 36 53 70 121 0 0 Misc.: 0 0 19 30 43 50 0 0 Total weight: 0 0 213 335 473 555 0 0

Total weight: 0 0 213 335 473 555 0 0

Tower Section Properties

HDX-572

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

5

To

wer

Mo

del:

Des

ign

pe

r T

IA-2

22

-G

An

ten

na

& M

as

t /

Mo

un

t D

ata

:

Win

d ve

loci

ty (m

ph):

90

Ante

nna

Area

(ft2

):9

Mas

t Dia

. (in

):2

G-h

:0.

85G

ust f

acto

r

Expo

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oeffi

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0.87

Impo

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ctor

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(ft^2

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ind

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fact

or

Tow

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eigh

t (ft)

:72

Ant.

+ M

t. w

t. (lb

s):

30

0EP

A (ft

^2):

0.80

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1To

pogr

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c co

effic

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if.:

1Zg

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xpos

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cate

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coe

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Load

Fac

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d:1

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. (in

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No.

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fact

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Top

of T

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(ft):

1C

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088

(sq.

ft. /

ft.):

K-zt

:1

Topo

win

d sp

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up fa

ctor

K-e:

1Te

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con

stan

t

Wgh

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(lb/

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l Wgh

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Area

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P (lb

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. (ft-

lbs)

Mom

ent

(in)

(deg

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Ante

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17.6

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(lbs)

(lbs)

56

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t:22

(at t

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61

28

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72

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90

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THIS

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rt. C

om

po

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t. (

lb):

of

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(lb

):

To

we

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ata

:5

256

0C

able

Phi

Fac

tor:

0.60

No.

of t

wr.

sect

ions

:4

640

20

Load

Fac

tor -

Dea

d:1.

2(In

clud

ed in

cal

c)A

nt &

Mt w

eigh

t (lb

):36

07

568

0Lo

ad F

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ind:

1.6

(Incl

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w/ g

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able

Mis

c. w

t. (

lb):

08

666

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cces

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t. (lb

):0

10

0C

oax

cabl

e w

t. (

lb):

261

00

10

0W

eigh

t at T

op (l

bs):

386

10

0

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

5C

able

For

ce S

ectio

n:6

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

NA

Cab

le F

orce

Sec

tion:

1C

able

dia

(in)

:0.

25C

able

dia

(in)

:0.

25C

able

MB

S:

7000

Cab

le fo

rce

per f

ace:

642

Cab

le M

BS

:70

00C

able

forc

e pe

r fac

e:0

No.

of f

aces

w/c

able

:1

No.

of f

aces

w/c

able

:5

F-v

= C

Ftot

:64

2C

ab

le C

SI:

0.15

F-v

= C

Ftot

:0

Ca

ble

CS

I:N

/A

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:6

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:N

A

Sum

F-v

p:12

83(=

Lift

cabl

e fo

rce

for s

ectio

n an

alys

is)

Sum

F-v

p:0

(=Li

ft ca

ble

forc

e fo

r sec

tion

anal

ysis

)

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

6C

able

For

ce S

ectio

n:7

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

NA

Cab

le F

orce

Sec

tion:

1C

able

dia

(in)

:0.

25C

able

dia

(in)

:0.

25C

able

MB

S:

7000

Cab

le fo

rce

per f

ace:

1685

Cab

le M

BS

:70

00C

able

forc

e pe

r fac

e:0

No.

of f

aces

w/c

able

:1

No.

of f

aces

w/c

able

:1

F-v

= C

Ftot

:16

85C

ab

le C

SI:

0.40

F-v

= C

Ftot

:0

Ca

ble

CS

I:N

/A

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:7

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:N

A

Sum

F-v

p:27

28(=

Lift

cabl

e fo

rce

for s

ectio

n an

alys

is)

Sum

F-v

p:0

(=Li

ft ca

ble

forc

e fo

r sec

tion

anal

ysis

)

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

7C

able

For

ce S

ectio

n:8

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

NA

Cab

le F

orce

Sec

tion:

1C

able

dia

(in)

:0.

25C

able

dia

(in)

:0.

25C

able

MB

S:

7000

Cab

le fo

rce

per f

ace:

1099

Cab

le M

BS

:70

00C

able

forc

e pe

r fac

e:0

No.

of f

aces

w/c

able

:3

No.

of f

aces

w/c

able

:1

F-v

= C

Ftot

:32

96C

ab

le C

SI:

0.26

F-v

= C

Ftot

:0

Ca

ble

CS

I:N

/A

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:8

Pu

lle

y F

ram

e -

To

we

r S

ec

tio

n:

NA

Sum

F-v

p:27

10(=

Lift

cabl

e fo

rce

for s

ectio

n an

alys

is)

Sum

F-v

p:0

(=Li

ft ca

ble

forc

e fo

r sec

tion

anal

ysis

)

An

ch

or

Fra

me

-To

we

r S

ec

tio

n:

8C

able

fFor

ce S

ectio

n:1

Not

e:C

able

dia

(in)

:0.

251.

At t

he b

otto

m to

wer

sec

tion

inpu

t the

No.

of f

aces

w/ c

able

=C

able

MB

S:

7000

Cab

le fo

rce

per f

ace:

0

the

no.

of t

ower

sec

tions

-1.

(i.e.

For

a to

wer

mad

e up

of 6

sec

tions

No.

of f

aces

w/c

able

:3

y

ou w

ould

inpu

t 5 a

s th

e no

. of f

aces

w/ c

able

.)F-

v =

CFt

ot:

0C

ab

le C

SI:

NA

Pu

lle

y F

ram

e-T

ow

er

Se

cti

on

:N

A

Sum

F-v

p:0

(=Li

ft ca

ble

forc

e fo

r sec

tion

anal

ysis

)

Lift C

ab

le

A

na

lysis

No

Ic

e

HD

X-5

72

THIS

DO

CU

ME

NT

CO

NTA

INS

PR

OP

RIE

TAR

Y IN

FOR

MA

TIO

N A

ND

SH

ALL

NO

T B

E U

SE

D O

R R

EP

RO

DU

CE

D O

R IT

S C

ON

TEN

T D

ISC

LOS

ED

, IN

WH

OLE

OR

IN P

AR

T, W

ITH

OU

T TH

E P

RIO

R W

RIT

TEN

CO

NS

EN

T O

F U

S

TOW

ER

CO

RP

OR

ATI

ON

7

Tower Model:

Design per TIA-222-G

Section 3 Section 4 Section 5 Section 6 Section 7 Section 8 Section 9 Section 10

Shear (lb): 0 0 502 791 1143 1594 0 0 Lift Cable Force (lb): 0 0 642 1283 2728 2710 0 0Moment (ft-lb): 0 0 7292 19183 36820 66707 0 0 Face Width (in): 8.95 11.47 13.94 16.68 19.94 23.725 28.25 34.25Panel Height (in): 15 15 15 15 15 30 30 30Lap length (ft): 0 0 4 4 4 4 0 0Lap X Braced? Y=1, N=2 2 1 1 1 1 1 1 1

Web Analysis: Web Phi: 0.9 Weld Phi: 0.75 Weld F-exx: 70,000 psi Dia. (in): 0.375 0.375 0.375 0.4375 0.5 0.625 0.75 0.875 F-y (psi): 36000 36000 36000 36000 36000 36000 36000 36000 Area(in^2): 0.110 0.110 0.110 0.150 0.196 0.307 0.442 0.601 L (in): 10.89 12.84 14.91 17.10 19.76 26.48 29.91 34.78 r (in): 0.094 0.094 0.094 0.109 0.125 0.156 0.188 0.219L/r: 116.2 136.9 159.1 156.3 158.1 169.5 159.5 159.0 K: 0.74 0.70 0.70 0.70 0.70 0.70 0.70 0.70 KL/r: 85.8 95.9 111.4 109.4 110.6 118.6 111.7 111.3l-c: 0.96 1.08 1.25 1.23 1.24 1.33 1.25 1.25Web Force (lbs): 0 0 320 489 690 1074 0 0Ø*P-n (lbs); 2430 2206 1863 2593 3339 4738 7425 10151

Web CSI: 0.00 0.00 0.17 0.19 0.21 0.23 0.00 0.00

Effective Weld size (in): 0.141 0.141 0.141 0.164 0.188 0.234 0.281 0.32850% of Tot. Weld L (in): 0.5 0.5 0.5 0.625 0.625 0.625 0.75 0.75

Ø*F-w (lbs); 2215 2215 2215 3230 3691 4614 6645 7752Weld CSI: 0.00 0.00 0.14 0.15 0.19 0.23 0.00 0.00

Web Analysis - Lap Area Section 3 Section 4 Section 5 Section 6 Section 7 Section 8 Section 9 Section 10

Addt'l Lap shear (lbs): 0 0 1823 4796 9205 9205 0 0F-y (psi): 36000 36000 36000 36000 36000 36000 36000 36000L (in): 10.89 6.42 7.46 8.55 9.88 13.24 14.95 17.39L/r: 116.2 68.5 79.5 78.2 79.0 84.7 79.8 79.5K: 0.77 1.00 1.00 1.00 1.00 0.97 1.00 1.00KL/r 89.9 68.5 79.5 78.2 79.0 82.2 79.8 79.5l-c: 1.01 0.77 0.89 0.88 0.89 0.92 0.89 0.89Web Force (lbs): 0 0 741 1728 3124 3637 0 0Ø*P-n (lbs); 2338 2796 2565 3531 4579 6963 10241 13970

Web CSI: 0.00 0.00 0.29 0.49 0.68 0.52 0.00 0.00

Effective Weld size (in): 0.141 0.141 0.141 0.164 0.188 0.234 0.281 0.32850% of Tot. Weld L (in): 0.5 0.5 0.5 0.625 0.625 0.9375 1.125 1.125

Ø*F-w (lbs); 2215 2215 2215 3230 3691 6921 9967 11628Weld CSI: 0.00 0.00 0.33 0.53 0.85 0.53 0.00 0.00

Leg Analysis: Leg phi: 0.9

Leg Eccentricity (in): 0 0.6 1.09 1.66 2.45 0.46 1.32 1.82 Dia. (in): 1.05 1.05 1.05 1.315 1.66 1.9 2.375 2.875 Thk. (in): 0.154 0.154 0.154 0.179 0.191 0.200 0.218 0.276 F-y (psi): 50000 50000 50000 50000 50000 50000 50000 50000 Area(in^2): 0.433 0.433 0.433 0.639 0.881 1.068 1.477 2.254 r (in): 0.321 0.321 0.321 0.407 0.524 0.605 0.766 0.924D/t: 6.82 6.82 6.82 7.35 8.69 9.50 10.89 10.42F-y' for compression (psi): 50000 50000 50000 50000 50000 50000 50000 50000 K: 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 KL/r: 46.7 46.7 46.7 36.9 28.6 49.6 39.1 32.5l-c: 0.62 0.62 0.62 0.49 0.38 0.66 0.52 0.43Leg Comp. load (lb): 0 0 7462 16364 26497 39864 0 0ØP-n (lbs); 16636 16636 16636 26024 37357 40162 59433 93888M-u = M-ecc (in-lb): 0 0 682 2056 4475 1723 0 0ØM-n (in-lbs); 5618 5618 5618 10481 18652 26130 45798 84210

Leg CSI: 0.00 0.00 0.50 0.77 0.91 0.99 0.00 0.00

Section 3 Section 4 Section 5 Section 6 Section 7 Section 8 Section 9 Section 10

Tower Sections - Analysis

HDX-572

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

8

Tower Model:

Base Connection:

Shear (lbs): 1594 Leg Comp. (lbs): 39864 Moment (ft-lbs): 66707 Leg Tension (lbs): 38057 Lift Cable force (lbs): 2710 Leg O.D. (in): 1.9 Face width (in): 23.725

Tab Plate to Leg: C.L. bolt to leg (in): 1.25 Plate width (in): 2.5 Bolt dia. (in): 0.75 (A325N) Plate height (in): 13 No. of bolts: 6 Plate Thkn. (in): 0.375 Dist. between bolts: 2

Bolt force (lbs): 9132 Weld tab to leg: 0.188 Allow. bolt shr. (lbs): 12370 Moment (in-lbs): 87701

Br'g check OK Weld Zx (in3): 5.616Bolt CSI: 0.74 Weld stress (lbs/in2): 19537

Allow Stress (lbs/in2): 31500 Weld CSI: 0.62

4x4x1/2 Angle to Base:F-y (psi): 42000 KL/r: 3 Pu (lbs): 39864S-x (in3): 1.97 Lambda-c: 0.04 Mu (lbs-in): 87701Area (in2): 3.75 Fcr (psi): 41978 Vu (lbs): 531Zx (in3): 3.56 Bolt ecc. (in): 1.57 Pn (lbs): 133803 Angle CSI: 0.77

Shear ecc. (in): 8 Mn (lb-in): 124110 Distance from first Vn (lb): 85050 bolt to base plate: 3

Weld tab to base: Weld size (in): 0.375Weld Zx (in3): 8.754Moment (in-lbs): 64001Weld stress (lbs/in2): 7311 Weld CSI: 0.27

Allow Stress (lbs/in2): 27000

Base Plate Assembly: Top Plate: Bot. Plate: Concrete bearing: f-c (psi): 2500 W (in): 6.000 W (in): 5.750 f-p (psi): 1206 L (in): 6.000 L (in): 5.750 F-p (psi): 1275 CSI: 0.95

Thkn. (in): 0.500 Thkn. (in): 0.500

Combined Plate Properties: Top Plate: Bot. Plate: Combined Section

Area: 3.00 Area: 2.88 Zx (in3): 2.94

Moment - from comp (in-lbs): 28652Mn (lb-in): 111038 CSI: 0.26

Tower Base Connection

Base Section #8

HDX-572

Weld size (in):

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

9

Tower Model:

Tower Reactions: (ASD) Foundation Design Reactions: (LRFD)Ft'g size per ASD Concrete design per LRFD Moment (ft-lbs): 41692 Moment (ft-lbs): 84713 Shear (lbs): 996 Shear (lbs): 1993 Lift Cable Force (lbs): 2259 Lift Cable Force (lbs): 2710

Concrete f-c' (psi): 2500

Tower Face Width(in): 23.725

Distance from ground Soil Design Parameters:to top of concrete (ft): 0.667 Allow. Lateral bearing (psf/ft): 100

Square ft'g width (ft): 5 Allow. Soil bearing (psf): 1500

Footing depth (ft): 8 Design is for non-constained condition per IBC reqmt's.

H (ft): 42.51 Allow. bearing (psf): 1500

S-1: 533 Act. bearing (psf): 1290

(Increased S1 by 2x per IBC 1806.3.4 for isolated footing not adversely affected by 1/2" motion at ground surface.) A: 0.618 Depth req'd (ft): 5.7 Max. Moment in Footing (ft-lbs): 95488

Check concrete tensile stress: (neglect outer 2" of footing) S-x (in^3): 29269 f-t (psi): 39 CSI is < 1.0 therefore reinforcing is not req'd. Use F-t (psi): 150 minimal reinforcing.

CSI: 0.26 rho: 0.0018

A-s req'd (sq. in.): 6.48Rebar dia (in): 0.75

No. of bars provided: 16

A-s provided (sq. in.): 7.07 OKAnchor Bolt Anchorage Design Load:Anchorage Tension Design Force (lbs): 46894 (LRFD level force) (See Anchor Bolt Anchorage page for anchorage design)

Summary:Use foundation : 5 ft square by : 8 ft. deep (below undisturbed soil).Reinforce foundation with: 16 # 6 (total) with #3 ties at 12" on center,and 3 ties in the top 5".Use bundles of 2 vertical bars at each corner of the foundation and two at the middle of each face of the fdn.Use 2 - 1" dia. ASTM F1554 Gd. 36 or ASTM A-36 headed anchor bolts, 27" long.Total of 6 anchor rods, two near each tower leg with a minimum embedment of 21". Use hex nuts.

Foundation Design

HDX-572

THIS DOCUMENT CONTAINS PROPRIETARY INFORMATION AND SHALL NOT BE USED OR REPRODUCED OR ITS CONTENT DISCLOSED, IN WHOLE OR IN PART, WITHOUT THE PRIOR WRITTEN CONSENT OF US TOWER CORPORATION

10

To

wer

Mo

del:

AC

I 318-0

8 A

pp

. D

Ten

sio

n A

nch

ora

ge C

alc

ula

tio

ns -

Cast

in P

lace S

traig

ht

An

ch

ors

All u

nits

are

pou

nds

and

inch

es u

nles

s no

ted

othe

rwis

e.

An

ch

ora

ge D

escri

pti

on

:2 -

1"

dia

, F

1554 G

rd.

36 o

r A

-36 a

nch

or

rod

s

Con

cret

e f-c

' (ps

i):2

50

0Is

this

in a

mod

erat

e or

Hig

h Se

ism

ic a

rea

1.0

0Fa

ctor

ed R

eq'd

Ten

s. L

oad

(lb):

46

89

4(L

RFD

val

ue)

Embe

dmen

t:2

1AN

D d

o th

e lo

ads

incl

ude

seis

mic

load

s? (Y

es =

0.7

5, N

o =

1.0)

AC

I D.3

.3 d

oesn

't re

quire

this

if lo

ads

don'

t inc

lude

sei

smic

.

h-ef

:20

.00

If em

bedm

ent x

1.5

is >

3 o

f the

edg

e di

stan

ces

then

use

h-e

f = th

e la

rges

t of t

he 3

edg

e di

stan

ces

/ 1.5

App

. D S

ectio

n D

5.2.

3.An

chor

Inpu

t:Ed

ge D

ista

nces

:C

oncr

ete

Brea

kout

Inpu

t: (T

ensi

on)

No.

of A

ncho

rs n

:2

c-a1

:3

0.0

0A-

Nco

:36

00.0

Proj

ecte

d br

eako

ut a

rea

of s

ingl

e an

chor

Anch

or d

ia:

1c-

a2:

30

.00

A-N

c:30

01.1

Proj

'd b

reak

out a

rea

of a

ncho

r gro

up (F

or a

sin

gle

anch

or u

se A

-Nco

val

ue)

No.

of t

hrea

ds /

in:

8c-

a3:

16

.94

(If h

ave

mor

e th

an tw

o an

chor

s ne

ed to

han

d in

put A

-Nc)

Anch

or f-

y (p

si):

36

00

0c-

a4:

43

.06

ecc:

0.0

0Ec

cent

ricity

of t

ensi

on lo

ad -

anch

or g

roup

s on

lyAn

chor

f-u

(psi

):5

80

00

AdjF

-ec,

N:

1.00

0(A

CI D

5.2.

4) fo

r anc

hor g

roup

s lo

aded

ecc

entri

cally

phi:

0.7

5Ad

jF-e

d,N

:0.9

54(A

CI D

5.2.

5) fo

r edg

e ef

fect

sph

i = 0

.65

if m

ater

ial u

sed

is n

ot d

uctil

eAd

fF-c

,N:

1.2

5(A

CI D

5.2.

6) A

ssum

ed c

rack

ed a

t ser

vice

load

leve

ls

C

an u

se 1

.25

if is

unc

rack

edph

i:0

.7U

se 0

.75

if su

pple

men

tal r

einf

orce

men

t is

prov

ided

Ste

el

Str

en

gth

of

An

ch

or

in T

en

sio

n (

AC

I D

5.1

).

Use

0.7

0 is

sup

plem

enta

l rei

nfor

cem

ent i

s no

t pro

vide

dA-

se:

0.60

6Ef

fect

ive

anch

or a

rea

(in^2

)C

oncr

ete

Pullo

ut In

put:

N-s

a:70

266

A-he

ad:

1.5

01

Area

of a

ncho

r bol

t hea

d (In

put 0

if p

late

was

her i

s us

ed)

Co

nc

rete

Bre

ak

ou

t S

tre

ng

th o

f A

nc

ho

r in

Te

ns

ion

(A

CI D

5.2

)Pl

ate

w:

0.0

0W

idth

of p

late

was

her a

t em

bed

end

of a

ncho

rN

-b:

1073

31AC

I D5.

2.2

Plat

e L:

0.0

0Le

ngth

of p

late

was

her a

t em

bed

end

of a

ncho

rN

-cbg

:10

6707

A-pl

:1.

501

Area

of p

late

was

her m

inus

rod

area

(Pla

te th

kn's

mus

t be

>= 0

.5 *

bolt

dia.

)Ad

fF-c

,P:

1.4

Assu

med

cra

cked

at s

ervi

ce lo

ad le

vels

Can

use

d 1.

4 if

is u

ncra

cked

phi:

0.7

Use

0.7

5 if

supp

lem

enta

l rei

nfor

cem

ent i

s pr

ovid

edA

nc

ho

r P

ull

ou

t S

tre

ng

th (

AC

I D

5.3

)U

se 0

.70

is s

uppl

emen

tal r

einf

orce

men

t is

not p

rovi

ded

N-p

:30

020

Side

Fac

e Bl

owou

t Inp

utN

-pn:

8405

6Sp

acin

g:3.

94M

in. d

ista

nce

betw

een

mul

tiple

anc

hors

(inp

ut 0

for o

ne a

ncho

r)c2

:30

.00

Edge

dis

tanc

e pe

rp. T

o c-

min

.C

on

cre

te S

ide

-Fa

ce

Blo

wo

ut,

Te

ns

ion

c-m

in:

16.9

38M

in. e

dge

dist

ance

con

side

ring

all f

aste

ners

N-s

bg:

1150

12N

ote:

If C

a1 is

>0.

4*h-

ef th

en b

low

out d

oes

AdjF

1:0.

693

Fact

or fo

r sin

gle

anch

or if

c2

< 3

(c-m

in)

not

occ

ur.

AdjF

2:1.

000

Fact

or fo

r mul

tiple

anc

hors

if c

-min

< .4

(h-e

f)A

nc

ho

r D

es

ign

Str

en

gth

- L

RF

Dan

d an

chor

spa

cing

is <

6(c

-min

)St

eel:

5270

0ph

i:0

.7U

se 0

.75

if su

pple

men

tal r

einf

orce

men

t is

prov

ided

Brea

kout

:74

695

Use

0.7

0 is

sup

plem

enta

l rei

nfor

cem

ent i

s no

t pro

vide

dPu

llout

:58

839

Blow

out:

8050

9L

RF

D D

esig

n S

tren

gth

:52700

Lb

sLo

ads

at B

olts

(Not

e: If

sup

plem

enta

l rei

nfor

cem

ent i

s pr

ovid

ed th

en th

e co

ncre

teA

SD

D

esig

n S

tren

gth

:32937

Lb

sVu

=33

2lb

sst

reng

th li

mit

does

not

app

ly, A

pp. D

D.4

.2.1

.)D

esig

n C

ontro

lled

By:

Stee

l Ten

sion

Pu =

2344

7lb

sM

in. c

ente

r to

cent

er o

f anc

hor s

paci

ng (i

n):

4AC

I D.8

.1St

ress

che

ck P

hi =

0.7

5N

otes

:M

in. e

dge

dist

ance

is s

ame

as m

in. c

over

per

AC

I 7.7

.Pn

=26

350

lbs

1. F

or n

orm

al w

eigh

t con

cret

e on

ly.

n =

0.55

Det

.C F

4.4

2. A

ncho

rs s

hall

be e

ither

a h

eade

d bo

lt or

hav

e nu

ts a

nd a

bea

ring

plat

e at

the

embe

d en

d as

indi

cate

d ab

ove.

(Pu+

Vu/n

)/(Ph

i.Pn)

<=

1.0

3. A

CI S

ectio

n D

.5.2

.3 is

not

incl

uded

in th

is s

prea

dshe

et.

(i.e.

End

of w

all a

pplic

atio

ns a

re n

ot c

over

ed.)

CS

I =

0.9

1

4. If

the

desi

gn is

con

trolle

d by

con

cret

e fa

ilure

(i.e

. non

-duc

tile

failu

re) t

hen

the

Des

ign

Stre

ngth

s co

ntro

lled

by c

oncr

ete

mus

t be

at le

ast 2

.5 ti

mes

th

e fa

ctor

ed fo

rces

tran

smitt

ed b

y th

e at

tach

men

t. A

ltern

ativ

ely,

the

stee

l anc

hor "

or th

e at

tach

men

t tha

t the

anc

hor i

s

con

nect

ing

to th

e st

ruct

ure

shal

l be

desi

gned

so

that

the

atta

chm

ent w

ill u

nder

go d

uctil

e yi

eldi

ng a

t a lo

ad le

vel c

orre

spon

ding

to a

ncho

r for

ces

no

gre

ater

than

the

desi

gn s

treng

th o

f the

anc

hors

" det

erm

ined

abo

ve.

If "S

teel

Ten

sion

" con

trolle

d ab

ove

then

the

conn

ectio

n is

con

side

red

duct

ile

a

nd n

o fu

rther

adj

ustm

ents

etc

. are

requ

ired.

(Al

so s

ee n

ote

6.)

5. A

ny s

uppl

emen

tal r

einf

orci

ng s

hall

have

f-y

= 60

,000

psi

min

.6.

Per

AC

I D.3

.3 if

anc

hor d

esig

n do

es n

ot in

clud

e se

ism

ic lo

ads

then

the

desi

gn d

oes

not h

ave

to b

e co

ntro

lled

by s

teel

duc

tility

.

An

ch

or B

olt A

nc

ho

ra

ge

HD

X-5

72

THIS

DO

CU

MEN

T C

ON

TAIN

S PR

OPR

IETA

RY

INFO

RM

ATIO

N A

ND

SH

ALL

NO

T BE

USE

D O

R R

EPR

OD

UC

ED O

R IT

S C

ON

TEN

T D

ISC

LOSE

D, I

N W

HO

LE O

R IN

PAR

T, W

ITH

OU

T TH

E PR

IOR

WR

ITTE

N C

ON

SEN

T O

F U

S TO

WER

CO

RPO

RAT

ION

11

12

f

13