65 SS TOWER - MT. DIABLO - STAMPED STRUCTURAL ANALYSIS.pdf

STRUCTURAL ANALYSIS: PASS

65’ SELF-SUPPORTING TOWER (MODIFIED)

SITE NAME:

MT. DIABLO

PREPARED FOR:

AVIAT NETWORKS, INC.

REPORT NO.:

3871-21

DATE:

February 26, 2021

PREPARED BY: CHECKED BY:

MAURICIO CALDERON, EIT KARL TASHJIAN, PE

Tashjian Towers Corporation 2765 S Temperance Ave, Fowler, California 93625

Ph. (559) 834-4300, Fax. (559) 834-4377

Tam

KT STAMP

i

TABLE OF CONTENTS

TABLE OF CONTENTS ......................................................................................................................................... i

LIST OF TABLES ................................................................................................................................................ ii

AUTHORIZATION/PURPOSE

TOWER DESCRIPTION

EXISTING AND PROPOSED APPURTENANCES

ANALYSIS CRITERIA

ANALYSIS PROCEDURE

ANALYSIS RESULTS

CONCLUSION AND RECOMMENDATIONS

PROVISIONS OF ANALYSIS

REFERENCES

APPENDIX A: ANALYSIS

ii

LIST OF TABLES

Table 1: Existing and proposed appurtenances loading

Table 2: Wind analysis data

Table 3: Seismic analysis data

Table 4: Maximum demand-capacity ratio

Table 5: Maximum base reactions

2765 S. TEMPERANCE AVE.

FOWLER, CA 93625

Telephone: (559) 834-4300

SITE NAME: MT. DIABLO

DATE: February 23, 2021

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AUTHORIZATION/PURPOSE

As authorized by Aviat Networks, Inc., a structural analysis was performed to the 65-ft self-supporting tower at the Mt. Diablo site located in Contra Costa County, CA. The purpose of this analysis was to design structural upgrades that will strengthen the tower to support the existing and proposed appurtenance loading.

TOWER DESCRIPTION

The four-sided tower manufacturer is unknown. This tower is constructed of (4) sections that are composed of steel pipe legs and equal angle diagonal braces. All diagonal and horizontal braces have a bolted connection to the leg (see S-2 Drawing for more details). There are no records available of the structure foundation; therefore, it is unknown.

EXISTING AND PROPOSED APPURTENANCES

The analysis was performed to determine the feasibility of the tower to support the following appurtenance loading:

Table 1: Existing and proposed appurtenances loading

DESCRIPTION

CLASSIFICATION

CATEGORY

QUANTITY

PLACEMENT

(ft)

EPA

(ft2)

APERTURE

AREA (ft2)

FEED LINE

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 1 65.0 4.00 - (1) 7/8”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 2 65.0 4.00 - (2) 7/8”

2 LOOP DIPOLE EXISTING 1 65.0 3.00 - (1) 1/2”

OMNI WHIP ANTENNA

(8'x2.5'')

EXISTING 1 65.0 2.00 - (1) 7/8”

2 LOOP DIPOLE EXISTING 1 65.0 3.00 - (1) 1/2”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 2 65.0 4.00 - (2) 7/8”

OMNI WHIP ANTENNA

(8'x2.5'')

EXISTING 1 65.0 2.00 - (1) 7/8”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 1 65.0 4.00 - (1) 7/8”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 1 65.0 4.00 - (1) 7/8”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 2 65.0 4.00 - (2) 7/8”

OMNI WHIP ANTENNA

(8'x2.5'')

EXISTING 1 65.0 2.00 - (1) 7/8”

OMNI WHIP ANTENNA

(16'x2.5'')

EXISTING 1 65.0 4.00 - (1) 7/8”

6' HP MW DISH EXISTING 1 65.0 - 28.3 (1) EW52

HX12-7W PROPOSED 1 53.0 - 113.1 (2) EW52

8' HP MW DISH EXISTING 1 53.0 - 50.3 (1) EW52

4' HP MW DISH EXISTING 1 53.0 - (1) EW52

6' HP MW DISH EXISTING 1 53.0 - 28.3 (1) EW52

4 LOOP DIPOLE EXISTING 1 48.0 3.00 - (1) 7/8”

6' HP MW DISH EXISTING 1 46.0 - 28.3 (1) EW52

6' MW DISH W/RADOME EXISTING 1 39.0 - 28.3 (1) EW52

6' MW DISH W/RADOME EXISTING 1 31.0 - 28.3 (1) EW52

YAGI EXISTING 1 30.0 1.02 - (1) 1/2”

6' MW DISH W/RADOME EXISTING 1 29.0 - 28.3 (1) EW52

HX12-7W PROPOSED 1 27.5 - 113.1 (2) EW52

WHIP ANTENNA (8'x2.5'') EXISTING 1 27.0 2.00 - (1) 1/2”

6' HP MW DISH EXISTING 1 24.0 - 28.3 (1) EW52

6' MW DISH W/RADOME EXISTING 1 23.5 - 28.3 (1) EW52

6' HP MW DISH EXISTING 1 23.0 - 28.3 (1) EW52

6' MW DISH W/RADOME EXISTING 1 15.0 - 28.3 (1) EW52

6' MW DISH W/RADOME EXISTING 1 7.0 - 28.3 (1) EW52

Telephone: (559) 834-4300

SITE NAME: MT. DIABLO

DATE: February 26, 2021

2 | P a g e

DESCRIPTION

CLASSIFICATION

CATEGORY

QUANTITY

PLACEMENT

(ft)

EPA

(ft2)

APERTURE

AREA (ft2)

FEED LINE

8' HP MW DISH EXISTING 1 7.0 - 50.3 (1) EW52

ANALYSIS CRITERIA

The tower analysis was conducted in accordance with the TIA-222-H Revision of the Structural Standard for Antenna Supporting Structures, Antennas and Small Wind Turbine Support Structures. This analysis was performed using the following parameters:

Table 2: Wind analysis data Reference

Basic Wind Speed 93-mph

TIA-222-H, ANNEX B &

ASCE 7-16 HAZARD

TOOL

Exposure Category C TIA-222-H, SEC. 2.6.5.1.2

Topographic Category 3

TIA-222-H, SEC. 2.6.6

Crest height 2800-ft

Topographic Feature Hill Slope Distance N/A

Distance from Crest N/A Risk Category II TIA-222-H, Table 2-1

Table 3: Seismic analysis data Reference

Site Class D ASCE 7-16, SEC. 11.4.3

Importance Factor, Ie 1.00 TIA-222-H, Table 2-3

SS 2.276 g

ASCE 7-16 HAZARD

TOOL

S1 0.696g

SD1 0.789g SDS 1.821 g

Response Modification Coefficient, R

3 TIA-222-H, SEC. 2.7.7.1.1

Risk Category II TIA-222-H, Table 2-1

Analysis Procedure Modal TIA-222-H, SEC. 2.7.7.2

A previous structural analysis prepared by Platinum Engineering Solution, Inc., Project No. 2020-7143, and a Tashjian Towers site visit provided the geometry and member sizes information. It is assumed that there are no appreciably damaged members and/or connections.

ANALYSIS PROCEDURE

The structure was modeled and analyzed using 3-dimensional analysis software: tnxTower, Version 8.0.7.5, and Risa 3D, Version 19.0.1. This software is created specifically to analyze communication towers and is the latest program available commercially. The structure was analyzed supporting the equipment listed in Table 1 and assuming all proposed structural upgrades have been performed (see S-2 & S-3 Drawings).

ANALYSIS RESULTS

Based on the analysis results, it has been determined that the tower, with structural upgrades, is structurally adequate to support the existing and proposed equipment. The structure is rated at 97.0% of its structural capacity (see Table 4).

Telephone: (559) 834-4300

SITE NAME: MT. DIABLO

DATE: February 26, 2021

3 | P a g e

Table 4: Maximum demand-capacity ratio

MEMBER TYPE

ELEVATION

(ft)

DEMAND/CAPACITY

BUILT-UP LEG 0 - 20 97.0

DIAGONAL 0 - 20 81.1

BASE PLATE - 76.0

ANCHOR BOLTS - 51.0

Table 5: Maximum base reactions

BASE

REACTIONS

AXIAL 34 kip

SHEAR 46 kip

MOMENT 1731 kip-ft

CONCLUSION AND RECOMMENDATIONS

Based on the information presented above, it has been concluded that once the proposed structural upgrades are installed, the 65-ft self-supporting tower will be structurally adequate to support the existing and proposed appurtenances. This analysis was performed in accordance with TIA-222-H and ASCE 7-16.

PROVISIONS OF ANALYSIS

The analysis performed, and the conclusions contained herein are based on the assumption that the tower has been properly installed and maintained, including, but not limited to the following:

a. Proper alignment and plumbness of the tower.

b. Correct bolt tightness.

c. No significant deterioration or damage to any component.

Furthermore, the information and conclusions contained in this Report were determined by application of the current "state-of-the-art" engineering and analysis procedures and formulae, and the engineer assumes no obligations to revise any of the information or conclusions contained in this Report in the event that such engineering and analysis procedures and formulae are hereafter modified or revised. In addition, under no circumstances will the engineer have any obligation or responsibility whatsoever for or on account of consequential or incidental damages sustained by any person, firm or organization as a result of any information or conclusions contained in the Report, and the maximum liability of engineer if any, pursuant to this Report shall be limited to the total funds actually received by the engineer for preparation of this Report.

Customer has requested the engineer to prepare and submit to Customer an engineering analysis with respect to the Subject tower and has further requested the engineer to make appropriate recommendations regarding suggested structural modifications and changes to the Subject tower. In making such request of the engineer, Customer has informed the engineer that Customer will make a determination as to whether or not to implement any of the changes or modifications which may be suggested by the engineer and that Customer will have any such changes or modifications made by riggers, erectors and other subcontractors of Customer's choice.

Customer hereby agrees and acknowledges that the engineer shall have no liability whatsoever to Customer or to others for any work or services performed by any persons other than the engineer in connection with the implementation of any structural changes or modifications recommended by the engineer including but not limited to any services rendered for Customer or for others by riggers, erectors or other subcontractors.

Customer acknowledges and agrees that any riggers, erectors or subcontractors retained or employed by Customer shall be solely responsible to Customer and to others for the quality of work performed by them and that the engineer shall have no liability or responsibility whatsoever as a result of any negligence or breach of contract by any such rigger, erector or subcontractor and that Customer and rigger, erector, or subcontractor will provide the engineer with a Certificate of Insurance naming the engineer additionally insured.

Telephone: (559) 834-4300

SITE NAME: MT. DIABLO

DATE: February 26, 2021

4 | P a g e

REFERENCES

"ASCE 7 Hazard Tool." ASCE 7 Hazard Tool. Accessed Sep 15, 2020.

https://asce7hazardtool.online/.

Structural standard for antenna supporting structures and antennas and small wind turbine support structures. Arlington, VA: Telecommunications Industry Association, 2017.

Telephone: (559) 834-4300

SITE NAME: MT. DIABLO

DATE: February 26 2021

5 | P a g e

APPENDIX A: ANALYSIS

ASCE 7 Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16

Risk Category: II

Soil Class: D - Default (see Section 11.4.3)

Elevation: 3672.3 ft (NAVD 88)

Latitude:

Longitude:

37.879583

-121.919528

Wind

Results:

Data Source:

Date Accessed:

Wind Speed: 93 Vmph

10-year MRI 64 Vmph

25-year MRI 70 Vmph

50-year MRI 75 Vmph

100-year MRI 79 Vmph

ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4

Tue Sep 15 2020

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions.

https://asce7hazardtool.online/ Tue Sep 15 2020 A1 of 29 https://asce7hazardtool.online/

SS : 2.276

S1 : 0.696

Fa : 1.2

Fv : N/A

SMS : 2.731

SM1 : N/A

SDS : 1.821

SD1 : N/A

TL : 8

PGA : 0.942

PGA M : 1.13

FPGA : 1.2

Ie : 1

Cv : 1.5

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Sep 15 2020 https://asce7hazardtool.online/ Tue Sep 15 2020 A2 of 29 https://doi.org/10.5066/F7NK3C76

The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;

or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool.

https://asce7hazardtool.online/ Tue Sep 15 2020 A3 of 29

Job

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Tower Input Data

The main tower is a 4x free standing tower with an overall height of 65' above the ground line.

The base of the tower is set at an elevation of 0' above the ground line.

The face width of the tower is 30' at the top and 30' at the base.

This tower is designed using the TIA-222-H standard.

The following design criteria apply:

Tower base elevation above sea level: 3672'.

Basic wind speed of 93 mph.

Risk Category II.

Exposure Category C.

Simplified Topographic Factor Procedure for wind speed-up calculations is used.

Topographic Category: 3.

Crest Height: 2800'.

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 tower member design is 1.

Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Leg C Leg D

Fa ce

A

Face B

Face D

Square Tower

Face C

Wind 0

Wind 90

W ind

Leg A Leg B

Z

X

A4 of 31A4 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Tower Section Geometry

Tower Section

Tower Elevation ft

Assembly Database

Description Section Width ft

Number of

Sections

Section Length ft T1 65'-50' 30' 1 15' T2 50'-35' 30' 1 15' T3 35'-20' 30' 1 15' T4 20'-7' 30' 1 13' T5 7'-0' 30' 1 7'

Tower Section Geometry (cont’d)

Tower Section

Tower Elevation ft

Diagonal Spacing ft

Bracing Type

Has K Brace

End Panels

Has Horizontals

Top Girt Offset in

Bottom Girt Offset in T1 65'-50' 15' K Brace Down No Yes 0.000 0.000 T2 50'-35' 15' K Brace Down No Yes 0.000 0.000 T3 35'-20' 15' K Brace Down No Yes 0.000 0.000 T4 20'-7' 13' K1 Down No Yes 0.000 0.000 T5 7'-0' 7' K Brace Down No Yes 0.000 0.000

Tower Section Geometry (cont’d)

Tower Elevation ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 65'-50' Pipe P6x.28 A53-B-35 (35 ksi)

Equal Angle L6x6x3/8 A36 (36 ksi)

T2 50'-35' Pipe P6x.28 A53-B-35 (35 ksi)

Equal Angle L6x6x3/8 A36 (36 ksi)

T3 35'-20' Pipe P6x.28 A53-B-35 (35 ksi)

Equal Angle L6x6x3/8 A36 (36 ksi)

T4 20'-7' Arbitrary Shape P6x0.864 w/ 7.5x3/8 TUBE A53-B-35 (35 ksi)

Equal Angle L6x6x3/8 A36 (36 ksi)

T5 7'-0' Arbitrary Shape P6x0.864 w/ 7.5x3/8 TUBE A53-B-35 (35 ksi)

Equal Angle A36 (36 ksi)

Tower Section Geometry (cont’d)

Tower Elevation ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 65'-50' Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

Solid Round A36 (36 ksi)

A5 of 31A5 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Tower Section Geometry (cont’d)

Tower Elevation ft

No.

of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T1 65'-50' None Flat Bar A36 (36 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T2 50'-35' None Flat Bar A36 (36 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T3 35'-20' None Flat Bar A36 (36 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T4 20'-7' None Flat Bar A36 (36 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T5 7'-0' None Flat Bar A36 (36 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

Tower Section Geometry (cont’d)

Tower Elevation ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size Inner Bracing Grade

T1 65'-50' Solid Round A572-50 (50 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T2 50'-35' Solid Round A572-50 (50 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T3 35'-20' Solid Round A572-50 (50 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

T4 20'-7' Solid Round A572-50 (50 ksi)

Arbitrary Shape C6x10.5 w/ L5x3x7/16 A36 (36 ksi)

Tower Section Geometry (cont’d)

Tower Elevation ft

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

T4 20'-7' A36 (36 ksi)

Diagonal (1) Equal Angle L6x6x3/8 1

Tower Section Geometry (cont’d)

K Factors1

A6 of 31A6 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Tower Elevation ft

Calc K

Single Angles

Calc K

Solid Rounds

Legs X Brace Diags

X Y

K Brace Diags

X Y

Single Diags

X Y

Girts

X Y

Horiz.

X Y

Sec.

Horiz.

X Y

Inner Brace

X Y

T1 65'-50' Yes No 1 1

T2 50'-35' Yes No 1 1

T3 35'-20' Yes No 1 1

T4 20'-7' Yes No 1 1

T5 7'-0' Yes No 1 1

1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.

Tower Section Geometry (cont’d)

Tower Elevation ft

Leg Connection

Type

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No. Bolt Size in

No.

T1 65'-50' Flange 1.000 A325N

4 1.000 A325N

3 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 1.000 A325N

4 0.625 A325N

T2 50'-35' Flange 1.000 A325N

4 1.000 A325N

3 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 1.000 A325N

4 0.625 A325N

T3 35'-20' Flange 1.000 A325N

4 1.000 A325N

3 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 1.000 A325N

4 0.625 A325N

T4 20'-7' Flange 1.000 A325N

4 1.000 A325N

3 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 1.000 A325N

4 0.625 A325N

T5 7'-0' Flange 0.750 F1554-55

4 1.000 A325N

3 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 1.000 A325N

4 0.625 A325N

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Placement ft

Face Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter in

Perimeter in

Weight klf

LDF5-50A

(7/8 FOAM)

A No No Ar (CaAa) 65' - 0' 0.000 0.5 13 4 1.090 1.090 0.000

LDF4-50A

(1/2 FOAM)

A No No Ar (CaAa) 65' - 0' 0.000 0 2 2 0.630 0.630 0.000

EW52 C No No Ar (CaAa) 65' - 0' 0.000 0 1 1 1.743 1.743 0.001 EW52 C No No Ar (CaAa) 53' - 0' 0.000 0 5 5 1.743 1.743 0.001

LDF5-50A

(7/8 FOAM)

A No No Ar (CaAa) 48' - 0' 0.000 0 1 1 1.090 1.090 0.000

EW52 D No No Ar (CaAa) 46' - 0' 0.000 0 1 1 1.743 1.743 0.001 EW52 D No No Ar (CaAa) 39' - 0' 0.000 0 1 1 1.743 1.743 0.001 EW52 D No No Ar (CaAa) 31' - 0' 0.000 0 1 1 1.743 1.743 0.001

LDF4-50A

(1/2 FOAM)

A No No Ar (CaAa) 30' - 0' 0.000 0 1 1 0.630 0.630 0.000

A7 of 31A7 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Placement ft

Face Offset in

Lateral Offset

(Frac FW)

Per Row

Clear Spacing in

Width or Diameter in

Perimeter in

Weight klf

EW52 C No No Ar (CaAa) 29' - 0' 0.000 -0.5 1 1 1.743 1.743 0.001 EW52 C No No Ar (CaAa) 27'6'' - 0' 0.000 -0.5 2 2 1.743 1.743 0.001

LDF4-50A

(1/2 FOAM)

A No No Ar (CaAa) 27' - 0' 0.000 0 1 1 0.630 0.630 0.000

EW52 D No No Ar (CaAa) 23'6'' - 0' 0.000 -0.5 3 3 1.743 1.743 0.001 EW52 D No No Ar (CaAa) 15' - 0' 0.000 -0.48 1 1 1.743 1.743 0.001 EW52 D No No Ar (CaAa) 7' - 0' 0.000 -0.48 2 2 1.743 1.743 0.001

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component Type

Total Number

CAAA

ft2/ft klf

Climbing Ladder C No No CaAa (In Face)

65' - 0' 1 No Ice 0.290 0.008

Feed Line/Linear Appurtenances Section Areas

Tower Section

Tower Elevation

Face AR ft2

AF

In Face ft2

CAAA

Out Face

K T1 65'-50' A

B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

23.145 0.000 9.578 0.000

0.000 0.000 0.000 0.000

0.069 0.000 0.136 0.000

T2 50'-35' A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

24.562 0.000

20.033 2.614

0.000 0.000 0.000 0.000

0.073 0.000 0.172 0.009

T3 35'-20' A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

25.851 0.000

24.215 8.974

0.000 0.000 0.000 0.000

0.076 0.000 0.186 0.030

T4 20'-7' A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

23.114 0.000

24.158 14.986

0.000 0.000 0.000 0.000

0.068 0.000 0.172 0.051

T5 7'-0' A B C D

0.000 0.000 0.000 0.000

0.000 0.000 0.000 0.000

12.446 0.000

13.008 10.978

0.000 0.000 0.000 0.000

0.037 0.000 0.092 0.037

A8 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Feed Line Center of Pressure

Section Elevation ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

T1 65'-50' -4.718 -13.205 -4.492 -12.574 T2 50'-35' 4.873 -9.682 4.669 -9.277 T3 35'-20' 8.680 -7.805 8.365 -7.522 T4 20'-7' 12.377 -5.009 12.051 -4.877 T5 7'-0' 42.898 -6.681 38.221 -5.952

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 Climbing Ladder 50.00 - 65.00 1.0000 1.0000

T1 2 LDF5-50A (7/8 FOAM) 50.00 - 65.00 0.6000 0.6000

T1 3 LDF4-50A (1/2 FOAM) 50.00 - 65.00 0.6000 0.6000

T1 4 EW52 50.00 - 65.00 1.0000 1.0000

T1 5 EW52 50.00 - 53.00 1.0000 1.0000

T2 1 Climbing Ladder 35.00 - 50.00 1.0000 1.0000

T2 2 LDF5-50A (7/8 FOAM) 35.00 - 50.00 0.6000 0.6000

T2 3 LDF4-50A (1/2 FOAM) 35.00 - 50.00 0.6000 0.6000

T2 4 EW52 35.00 - 50.00 1.0000 1.0000

T2 5 EW52 35.00 - 50.00 1.0000 1.0000

T2 6 LDF5-50A (7/8 FOAM) 35.00 - 48.00 0.6000 0.6000

T2 7 EW52 35.00 - 46.00 1.0000 1.0000

T2 8 EW52 35.00 - 39.00 1.0000 1.0000

T3 1 Climbing Ladder 20.00 - 35.00 1.0000 1.0000

T3 2 LDF5-50A (7/8 FOAM) 20.00 - 35.00 0.6000 0.6000

T3 3 LDF4-50A (1/2 FOAM) 20.00 - 35.00 0.6000 0.6000

T3 4 EW52 20.00 - 35.00 1.0000 1.0000

T3 5 EW52 20.00 - 35.00 1.0000 1.0000

T3 6 LDF5-50A (7/8 FOAM) 20.00 - 35.00 0.6000 0.6000

T3 7 EW52 20.00 - 35.00 1.0000 1.0000

T3 8 EW52 20.00 - 35.00 1.0000 1.0000

T3 9 EW52 20.00 - 31.00 1.0000 1.0000

T3 10 LDF4-50A (1/2 FOAM) 20.00 - 30.00 0.6000 0.6000

T3 11 EW52 20.00 - 29.00 1.0000 1.0000

T3 12 EW52 20.00 - 27.50 1.0000 1.0000

T3 13 LDF4-50A (1/2 FOAM) 20.00 - 27.00 0.6000 0.6000

T3 14 EW52 20.00 - 23.50 0.6000 0.6000

T4 1 Climbing Ladder 7.00 - 20.00 1.0000 1.0000

T4 2 LDF5-50A (7/8 FOAM) 7.00 - 20.00 0.6000 0.6000

T4 3 LDF4-50A (1/2 FOAM) 7.00 - 20.00 0.6000 0.6000

T4 4 EW52 7.00 - 20.00 1.0000 1.0000

T4 5 EW52 7.00 - 20.00 1.0000 1.0000

T4 6 LDF5-50A (7/8 FOAM) 7.00 - 20.00 0.6000 0.6000

T4 7 EW52 7.00 - 20.00 1.0000 1.0000

T4 8 EW52 7.00 - 20.00 1.0000 1.0000

T4 9 EW52 7.00 - 20.00 1.0000 1.0000

T4 10 LDF4-50A (1/2 FOAM) 7.00 - 20.00 0.6000 0.6000

T4 11 EW52 7.00 - 20.00 1.0000 1.0000

T4 12 EW52 7.00 - 20.00 1.0000 1.0000

T4 13 LDF4-50A (1/2 FOAM) 7.00 - 20.00 0.6000 0.6000

T4 14 EW52 7.00 - 20.00 0.6000 0.6000

T4 15 EW52 7.00 - 15.00 0.6000 0.6000

A9 of 31A9 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T5 1 Climbing Ladder 0.00 - 7.00 1.0000 1.0000

T5 2 LDF5-50A (7/8 FOAM) 0.00 - 7.00 0.6000 0.6000

T5 3 LDF4-50A (1/2 FOAM) 0.00 - 7.00 0.6000 0.6000

T5 4 EW52 0.00 - 7.00 1.0000 1.0000

T5 5 EW52 0.00 - 7.00 1.0000 1.0000

T5 6 LDF5-50A (7/8 FOAM) 0.00 - 7.00 0.6000 0.6000

T5 7 EW52 0.00 - 7.00 1.0000 1.0000

T5 8 EW52 0.00 - 7.00 1.0000 1.0000

T5 9 EW52 0.00 - 7.00 1.0000 1.0000

T5 10 LDF4-50A (1/2 FOAM) 0.00 - 7.00 0.6000 0.6000

T5 11 EW52 0.00 - 7.00 1.0000 1.0000

T5 12 EW52 0.00 - 7.00 1.0000 1.0000

T5 13 LDF4-50A (1/2 FOAM) 0.00 - 7.00 0.6000 0.6000

T5 14 EW52 0.00 - 7.00 0.6000 0.6000

T5 15 EW52 0.00 - 7.00 0.6000 0.6000

T5 16 EW52 0.00 - 7.00 0.6000 0.6000

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

WHIP ANTENNA (16'x2.5'') A From Leg 0.000 0' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') B From Face 0.000 5' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') B From Face 0.000 -5' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') C From Face 0.000 5' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') C From Face 0.000 -5' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') B From Leg 0.000 0' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') C From Face 0.000 -8' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') D From Face 0.000 8' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') D From Face 0.000 -8' 8'

0.0000 65' No Ice 4.000 4.000 0.025

WHIP ANTENNA (16'x2.5'') D From Leg 0.000 0'

0.0000 65' No Ice 4.000 4.000 0.025

A10 of 31A10 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Description Face or

Leg

Offset Type

Offsets:

Horz

Lateral Vert ft ft ft

Azimuth Adjustment

Front

Side

8' CATWALK C None 0.0000 65' No Ice 41.900 41.900 1.560 CATWALK C None 0.0000 50' No Ice 41.900 41.900 1.560 CATWALK C None 0.0000 35' No Ice 41.900 41.900 1.560 CATWALK C None 0.0000 20' No Ice 41.900 41.900 1.560

DIPOLE B From Face 0.000 5' 5'

0.0000 65' No Ice 3.000 3.000 0.040

WHIP ANTENNA (8'x2.5'') B From Face 0.000 2' 4'

0.0000 65' No Ice 2.000 2.000 0.015

DIPOLE B From Leg 1.000 0' 5'

0.0000 65' No Ice 3.000 3.000 0.040

WHIP ANTENNA (8'x2.5'') C From Leg 2.000 0' 4'

0.0000 65' No Ice 2.000 2.000 0.015

WHIP ANTENNA (8'x2.5'') D From Face 2.000 -3' 4'

0.0000 65' No Ice 2.000 2.000 0.015

DIPOLE D From Face 1.000 7'6'' 5'

0.0000 48' No Ice 3.000 3.000 0.040

YAGI A From Leg 1.000 0' 0'

0.0000 30' No Ice 1.021 0.846 0.005

WHIP ANTENNA (8'x2.5'') D From Face 2.000 -3' 4'

0.0000 27' No Ice 2.000 2.000 0.015

Dishes

Description Face or

Leg

Dish Type

Offset Type

Offsets:

Horz

Lateral Vert ft

Azimuth Adjustment

3 dB Beam Width

Elevation

Outside Diameter

Aperture Area

6' HP MW DISH A Paraboloid w/Shroud (HP) From Leg

2.000 0' 3'

0.0000 65' 6.000 No Ice 28.270 0.143

HX12-7W

(PROPOSED)

B Paraboloid w/Shroud (HP)

From Leg

2.000 0' 0'

0.0000 53' 12.000 No Ice 113.097 0.767

8' HP MW DISH D Paraboloid w/Shroud (HP)

From Leg

2.000 0' 0'

0.0000 53' 8.000 No Ice 50.260 0.251

4' HP MW DISH D Paraboloid w/Shroud (HP)

From Face

2.000 0' 0'

0.0000 53' 4.000 No Ice 12.570 0.079

6' HP MW DISH C Paraboloid w/Shroud (HP)

From Leg

2.000 0'

0.0000 53' 6.000 No Ice 28.270 0.143

A11 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

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 0'

6' HP MW DISH C Paraboloid w/Shroud (HP)

From Leg

2.000 0' 0'

0.0000 46' 6.000 No Ice 28.270 0.143

6' MW DISH

W/RADOME

C Paraboloid w/Radome

From Leg

2.000 0' 0'

0.0000 39' 6.000 No Ice 28.270 0.143

6' MW DISH

W/RADOME

C Paraboloid w/Radome

From Face

2.000 0' 0'

0.0000 31' 6.000 No Ice 28.270 0.143

6' HP MW DISH D Paraboloid w/Shroud (HP)

From Face

2.000 15' 0'

0.0000 29' 6.000 No Ice 28.270 0.143

HX12-7W

(PROPOSED)

B Paraboloid w/Shroud (HP)

From Leg

2.000 0' 0'

0.0000 27'6'' 12.000 No Ice 113.097 0.767

6' HP MW DISH D Paraboloid w/Shroud (HP)

From Leg

2.000 0' 0'

0.0000 24' 6.000 No Ice 28.270 0.143

6' MW DISH

W/RADOME

C Paraboloid w/Radome

From Leg

2.000 0' 0'

0.0000 23'6'' 6.000 No Ice 28.270 0.143

6' HP MW DISH D Paraboloid w/Shroud (HP)

From Face

2.000 0' 0'

0.0000 23' 6.000 No Ice 28.270 0.143

6' MW DISH

W/RADOME

C Paraboloid w/Radome

From Leg

2.000 0' 0'

0.0000 15' 6.000 No Ice 28.270 0.143

6' MW DISH

W/RADOME

C Paraboloid w/Radome

From Leg

2.000 0' 0'

0.0000 7' 6.000 No Ice 28.270 0.143

8' HP MW DISH D Paraboloid w/Shroud (HP)

From Face

2.000 -15' 0'

0.0000 7' 8.000 No Ice 50.260 0.251

Tower Pressures - No Ice

GH = 0.850

Section Elevation ft z ft

KZ qz psf

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In

Face ft2

CAAA

Out Face ft2 T1 65'-50' 57'6'' 1.126 42.24

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

23.145 0.000 9.578 0.000

0.000 0.000 0.000 0.000

T2 50'-35' 42'6'' 1.057 39.93

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

24.562 0.000

20.033 2.614

0.000 0.000 0.000 0.000

T3 35'-20' 27'6'' 0.964 36.70

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

25.851 0.000

24.215 8.974

0.000 0.000 0.000 0.000

A12 of 31A12 of 29

MT. DIABLO

Page

Project

65' SELF-SUPPORTING TOWER

Date

10:59:10 02/23/21

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Client

AVIAT NETWORKS, INC.

Designed by

M.C.

Section Elevation ft z ft

KZ qz psf

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In

Face ft2

CAAA

Out Face ft2 T4 20'-7' 13'6'' 0.85 32.56

398.125 A

B C D

46.245 46.245 46.245 46.245

15.167 15.167 15.167 15.167

15.167 24.70 24.70 24.70 24.70

23.114 0.000

24.158 14.986

0.000 0.000 0.000 0.000

T5 7'-0' 3'6'' 0.85 32.73

214.375 A

B C D

0.000 0.000 0.000 0.000

8.167 8.167 8.167 8.167

8.167 100.00 100.00 100.00 100.00

12.446 0.000

13.008 10.978

0.000 0.000 0.000 0.000

Tower Pressure - Service

GH = 0.850

Section Elevation ft z ft

KZ qz psf

AG

ft2

F a c e

AF

ft2

AR

ft2

Aleg ft2

Leg

CAAA

In

Face ft2

CAAA

Out Face ft2 T1 65'-50' 57'6'' 1.126 17.58

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

23.145 0.000 9.578 0.000

0.000 0.000 0.000 0.000

T2 50'-35' 42'6'' 1.057 16.62

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

24.562 0.000

20.033 2.614

0.000 0.000 0.000 0.000

T3 35'-20' 27'6'' 0.964 15.27

458.281 A

B C D

38.084 38.084 38.084 38.084

16.563 16.563 16.563 16.563

16.563 30.31 30.31 30.31 30.31

25.851 0.000

24.215 8.974

0.000 0.000 0.000 0.000

T4 20'-7' 13'6'' 0.85 13.55

398.125 A

B C D

46.245 46.245 46.245 46.245

15.167 15.167 15.167 15.167

15.167 24.70 24.70 24.70 24.70

23.114 0.000

24.158 14.986

0.000 0.000 0.000 0.000

T5 7'-0' 3'6'' 0.85 13.62

214.375 A

B C D

0.000 0.000 0.000 0.000

8.167 8.167 8.167 8.167

8.167 100.00 100.00 100.00 100.00

12.446 0.000

13.008 10.978

0.000 0.000 0.000 0.000

A13 of 31A13 of 29

TASHJIAN TOWERS CORP.

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Job: MT. DIABLO Project: 65' SELF-SUPPORTING TOWER Client: AVIAT NETWORKS, INC. Drawn by: M.C. App'd:

Code: TIA-222-H Date: 02/23/21 Scale: NTS Path:

Z:\Karl\ERI\65' SS TOWER - MT. DIABLO (MODIFIED 2-22-21).eri Dwg No. E-1

65.0 ft

50.0 ft

35.0 ft

20.0 ft

7.0 ft

0.0 ft

S e ct io n

T

T

T

T

T

L g s P x.

P x0 .8 w

.5 x3 /8

T U

B E g

G ra d e

A

-B

-3

D ia g o n a ls

L x6 x3

/8 N

.A g o n a l G ra d e A

N o p

G ir ts C x1

.5 w

L x3 x7

/1

N

H ri zo n ta ls

N .A

C x1

.5 w

L x3 x7

/1

N

R d

D ia g o n a ls

N .A

L x6 x3 /8

N

In n e r B ra ci n g

C x1

.5 w

L x3 x7 /1

N

F a ce

W id th ft

P a n e ls ft

W ig h t

(K

5.

5.

5.

9.

1.

.5

A14 of 31A14 of 29

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Job: MT. DIABLO Project: 65' SELF-SUPPORTING TOWER Client: AVIAT NETWORKS, INC. Drawn by: M.C. App'd:

Code: TIA-222-H Date: 02/23/21 Scale: NTS Path:

Z:\Karl\ERI\65' SS TOWER - MT. DIABLO (MODIFIED 2-22-21).eri Dwg No. E-1

65.0 ft

50.0 ft

35.0 ft

20.0 ft

7.0 ft

0.0 ft

S ct io n

T

T

T

T g s P x.

P x0 .8 w

.5 x3 /8

T U

B E g

G ra d e

A

-B

-3 g o n a ls

L x6 x3

/8 N g o n a l G ra d e A

N p

G ir ts C x1

.5 w

L x3 x7

/1

N

H ri zo n ta ls

N .A

C x1

.5 w

L x3 x7

/1

N

R d

D ia g o n a ls

N .A

L x6 x3 /8

N

In n e r B ra ci n g

C x1

.5 w

L x3 x7 /1

N

F a ce

W id th ft

P a n e ls ft

W ig h t

(K

5.

5.

5.

9.

1.

.5

WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 WHIP ANTENNA (16'x2.5") 65 CATWALK 65 DIPOLE 65 WHIP ANTENNA (8'x2.5") 65 DIPOLE 65 WHIP ANTENNA (8'x2.5") 65 WHIP ANTENNA (8'x2.5") 65 6' HP MW DISH 65 HX12-7W (PROPOSED) 53 8' HP MW DISH 53 4' HP MW DISH 53 6' HP MW DISH 53 CATWALK 50 DIPOLE 48 6' HP MW DISH 46 6' MW DISH W/RADOME 39 CATWALK 35 6' MW DISH W/RADOME 31 YAGI 30 6' HP MW DISH 29 HX12-7W (PROPOSED) 27.5 WHIP ANTENNA (8'x2.5") 27 6' HP MW DISH 24 6' MW DISH W/RADOME 23.5 6' HP MW DISH 23 CATWALK 20 6' MW DISH W/RADOME 15 6' MW DISH W/RADOME 7 8' HP MW DISH 7DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

WHIP ANTENNA (16'x2.5") 65

CATWALK 65

DIPOLE 65

WHIP ANTENNA (8'x2.5") 65

DIPOLE 65

WHIP ANTENNA (8'x2.5") 65

WHIP ANTENNA (8'x2.5") 65

6' HP MW DISH 65

HX12-7W (PROPOSED) 53

8' HP MW DISH 53

4' HP MW DISH 53

6' HP MW DISH 53

CATWALK 50

DIPOLE 48

6' HP MW DISH 46

6' MW DISH W/RADOME 39

CATWALK 35

6' MW DISH W/RADOME 31

YAGI 30

6' HP MW DISH 29

HX12-7W (PROPOSED) 27.5

WHIP ANTENNA (8'x2.5") 27

6' HP MW DISH 24

6' MW DISH W/RADOME 23.5

6' HP MW DISH 23

CATWALK 20

6' MW DISH W/RADOME 15

6' MW DISH W/RADOME 7

8' HP MW DISH 7

MATERIAL STRENGTH

GRADE GRADEFy FyFu Fu

A53-B-35 35 ksi 63 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES

1. Tower designed for Exposure C to the TIA-222-H Standard.

2. Tower designed for a 93 mph basic wind in accordance with the TIA-222-H Standard.

3. Deflections are based upon a 60 mph wind.

4. Tower Risk Category II.

5. Topographic Category 3 with Crest Height of 2800'

A15 of 31A15 of 29

FOWLER, CA. 93625

Phone: (559) 834-4300

FAX: (559) 834-4377

Job: MT. DIABLO Project: 65' SELF-SUPPORTING TOWER Client: AVIAT NETWORKS, INC. Drawn by: M.C. App'd:

Code: TIA-222-H Date: 02/23/21 Scale: NTS Path:

Z:\Karl\ERI\65' SS TOWER - MT. DIABLO (MODIFIED 2-22-21).eri Dwg No. E-9

Wind Pressures TIA-222-H - 93 mph Exposure C

Pressure - No Ice (psf) 65'

50'

35'

20'

7'

0'

E le va ti o n ft

A16 of 29

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

ISO VIEW

SK-1

Feb 23, 2021

65' SS TOWER (2-4-21) - MT. DIA…

A17 of 29

Company Designer Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

10:53:48 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO.rt3 ] Page 1

Load Combinations Description Solve PDelta BLC Factor BLC Factor

1 Dead Only Yes Y 1 1 2 1.2 Dead+1.0 Wind 0 deg - No Ice Yes Y 1 1.2 2 1 3 0.9 Dead+1.0 Wind 0 deg - No Ice Yes Y 1 0.9 2 1 4 1.2 Dead+1.0 Wind 45 deg - No Ice Yes Y 1 1.2 3 1 5 0.9 Dead+1.0 Wind 45 deg - No Ice Yes Y 1 0.9 3 1 6 1.2 Dead+1.0 Wind 90 deg - No Ice Yes Y 1 1.2 4 1 7 0.9 Dead+1.0 Wind 90 deg - No Ice Yes Y 1 0.9 4 1 8 1.2 Dead+1.0 Wind 135 deg - No Ice Yes Y 1 1.2 5 1 9 0.9 Dead+1.0 Wind 135 deg - No Ice Yes Y 1 0.9 5 1

10 1.2 Dead+1.0 Wind 180 deg - No Ice Yes Y 1 1.2 6 1 11 0.9 Dead+1.0 Wind 180 deg - No Ice Yes Y 1 0.9 6 1 12 1.2 Dead+1.0 Wind 225 deg - No Ice Yes Y 1 1.2 7 1 13 0.9 Dead+1.0 Wind 225 deg - No Ice Yes Y 1 0.9 7 1 14 1.2 Dead+1.0 Wind 270 deg - No Ice Yes Y 1 1.2 8 1 15 0.9 Dead+1.0 Wind 270 deg - No Ice Yes Y 1 0.9 8 1 16 1.2 Dead+1.0 Wind 315 deg - No Ice Yes Y 1 1.2 9 1 17 0.9 Dead+1.0 Wind 315 deg - No Ice Yes Y 1 0.9 9 1 18 Dead+Wind 0 deg - Service Y 1 1 10 1 19 Dead+Wind 45 deg - Service Y 1 1 11 1 20 Dead+Wind 90 deg - Service Y 1 1 12 1 21 Dead+Wind 135 deg - Service Y 1 1 13 1 22 Dead+Wind 180 deg - Service Y 1 1 14 1 23 Dead+Wind 225 deg - Service Y 1 1 15 1 24 Dead+Wind 270 deg - Service Y 1 1 16 1 25 Dead+Wind 315 deg - Service Y 1 1 17 1

Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [k] phi*Pnt [k] phi*Mn y-y [k-ft] phi*Mn z-z [k-ft] Cb Eqn

1 M96 L5X3X7 0.878 168 10 0.158 168 y 2 38.287 107.244 3.256 7.116 1.5 H2-1 2 M93 L5X3X7 0.834 168 14 0.151 168 y 4 38.287 107.244 3.256 7.116 1.5 H2-1 3 M76A L6x6x3/8 0.811 93.7 2 0.145 183.576 z 16 47.855 141.264 -14.649 18.452 1.5 H2-1 4 M92 C6X10.5 0.809 348.75 3 0.139 270 z 10 45.353 99.468 2.428 13.046 1 H1-1a 5 M95 L5X3X7 0.794 168 14 0.143 168 y 14 38.287 107.244 3.256 7.116 1.5 H2-1 6 M94 L5X3X7 0.791 168 2 0.125 168 y 10 38.287 107.244 3.256 7.116 1.5 H2-1 7 M89 C6X10.5 0.753 11.25 15 0.129 270 z 14 45.353 99.468 2.428 13.046 1 H1-1a 8 M75A L6x6x3/8 0.747 0 10 0.219 183.576 z 12 47.855 141.264 4.053 18.452 1.5 H2-1 9 M91 C6X10.5 0.744 348.75 15 0.133 360 z 2 45.353 99.468 2.428 6.97 1.776 H1-1a

10 M78A L6x6x3/8 0.734 76.49 14 0.091 183.576 y 6 47.855 141.264 -14.649 18.452 1.5 H2-1 11 M90 C6X10.5 0.709 11.25 3 0.125 0 z 14 45.353 99.468 2.428 6.038 1.538 H1-1a 12 M73A L6x6x3/8 0.708 0 14 0.117 183.576 z 14 47.855 141.264 4.053 18.452 1.5 H2-1 13 M74A L6x6x3/8 0.703 76.49 6 0.229 183.576 z 2 47.855 141.264 -14.649 18.452 1.5 H2-1

A18 of 29

Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

10:53:48 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO.rt3 ] Page 2

Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks (Continued) Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [k] phi*Pnt [k] phi*Mn y-y [k-ft] phi*Mn z-z [k-ft] Cb Eqn

14 M80A L6x6x3/8 0.677 57.367 10 0.193 183.576 z 4 47.855 141.264 -14.649 18.452 1.5 H2-1 15 M77A L6x6x3/8 0.672 0 6 0.237 183.576 z 8 47.855 141.264 4.053 18.452 1.5 H2-1 16 M79A L6x6x3/8 0.672 0 2 0.15 183.576 z 8 47.855 141.264 4.053 18.452 1.5 H2-1 17 M35 P6x.28 0.63 0 2 0.048 0 2 126.537 175.813 29.61 29.61 1 H1-1b 18 M33 P6x.28 0.62 0 12 0.047 0 12 126.537 175.813 29.61 29.61 1 H1-1b 19 M34 P6x.28 0.611 0 10 0.047 0 10 126.537 175.813 29.61 29.61 1 H1-1b 20 M36 P6x.28 0.565 0 16 0.041 0 2 126.537 175.813 29.61 29.61 1 H1-1b 21 M83 L6x6x3/8 0.554 14.859 10 0.198 0 z 14 75.604 141.264 -14.649 19.114 1.191 H2-1 22 M81 L6x6x3/8 0.522 16.209 14 0.177 0 z 4 75.604 141.264 -14.649 19.161 1.202 H2-1 23 M84 L6x6x3/8 0.515 129.675 2 0.241 0 z 16 75.604 141.264 4.053 20.308 1.5 H2-1 24 M85 L6x6x3/8 0.499 13.508 6 0.234 0 z 10 75.604 141.264 -14.649 19.107 1.19 H2-1 25 M87 L6x6x3/8 0.496 14.859 2 0.212 0 z 8 75.604 141.264 -14.649 19.125 1.194 H2-1 26 M86 L6x6x3/8 0.477 129.675 14 0.186 0 z 12 75.604 141.264 4.053 20.308 1.5 H2-1 27 M42 L6x6x3/8 0.476 124.628 2 0.003 254.558 z 4 30.506 141.264 -14.649 13.305 1 H2-1 28 M41 L6x6x3/8 0.472 124.628 10 0.003 254.558 z 12 30.506 141.264 -14.649 13.305 1 H2-1 29 M45 L6x6x3/8 0.467 124.628 14 0.003 254.558 z 8 30.506 141.264 -14.649 13.305 1 H2-1 30 M38 L6x6x3/8 0.459 124.628 14 0.003 254.558 z 6 30.506 141.264 -14.649 13.305 1 H2-1 31 M82 L6x6x3/8 0.457 129.675 6 0.251 0 z 2 75.604 141.264 4.053 20.308 1.5 H2-1 32 M44 L6x6x3/8 0.457 124.628 6 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 33 M88 L6x6x3/8 0.448 129.675 10 0.178 0 z 6 75.604 141.264 4.053 20.308 1.5 H2-1 34 M48 L6x6x3/8 0.443 124.628 10 0.003 254.558 z 10 30.506 141.264 -14.649 13.305 1 H2-1 35 M39 L6x6x3/8 0.443 124.628 6 0.003 254.558 z 14 30.506 141.264 -14.649 13.305 1 H2-1 36 M47 L6x6x3/8 0.442 124.628 2 0.003 254.558 z 2 30.506 141.264 -14.649 13.305 1 H2-1 37 M26 L6x6x3/8 0.411 124.628 2 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 38 M25 L6x6x3/8 0.409 124.628 10 0.003 254.558 z 10 30.506 141.264 -14.649 13.305 1 H2-1 39 M29 L6x6x3/8 0.404 124.628 14 0.003 254.558 z 6 30.506 141.264 -14.649 13.305 1 H2-1 40 M28 L6x6x3/8 0.399 124.628 6 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 41 M22 L6x6x3/8 0.393 124.628 14 0.003 254.558 z 8 30.506 141.264 -14.649 13.305 1 H2-1 42 M32 L6x6x3/8 0.388 124.628 10 0.003 254.558 z 12 30.506 141.264 -14.649 13.305 1 H2-1 43 M31 L6x6x3/8 0.385 124.628 2 0.003 254.558 z 4 30.506 141.264 -14.649 13.305 1 H2-1 44 M23 L6x6x3/8 0.384 124.628 6 0.003 254.558 z 14 30.506 141.264 -14.649 13.305 1 H2-1 45 M13 L6x6x3/8 0.237 124.628 6 0.003 254.558 z 2 30.506 141.264 -14.649 13.305 1 H2-1 46 M76B L6x6x3/8 0.237 79.889 2 0.016 79.889 y 6 101.586 141.264 4.053 21.269 1.136 H2-1 47 M14 L6x6x3/8 0.236 124.628 14 0.003 254.558 z 10 30.506 141.264 -14.649 13.305 1 H2-1 48 M11 L6x6x3/8 0.232 124.628 10 0.003 254.558 z 8 30.506 141.264 -14.649 13.305 1 H2-1 49 M75B L6x6x3/8 0.232 79.889 10 0.017 79.889 y 6 101.586 141.264 4.053 21.269 1.136 H2-1 50 M16 L6x6x3/8 0.231 124.628 10 0.003 254.558 z 12 30.506 141.264 -14.649 13.305 1 H2-1 51 M12 L6x6x3/8 0.23 124.628 2 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 52 M15 L6x6x3/8 0.228 124.628 2 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 53 M10 L6x6x3/8 0.224 124.628 6 0.003 254.558 z 16 30.506 141.264 -14.649 13.305 1 H2-1 54 M9 L6x6x3/8 0.223 124.628 14 0.003 254.558 z 8 30.506 141.264 -14.649 13.305 1 H2-1

A19 of 29

Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

10:53:48 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO.rt3 ] Page 3

Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks (Continued) Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [k] phi*Pnt [k] phi*Mn y-y [k-ft] phi*Mn z-z [k-ft] Cb Eqn

55 M73B L6x6x3/8 0.22 79.889 14 0.018 79.889 y 10 101.586 141.264 4.053 21.269 1.136 H2-1 56 M78B L6x6x3/8 0.219 79.889 14 0.018 79.889 y 2 101.586 141.264 4.053 21.269 1.136 H2-1 57 M74B L6x6x3/8 0.21 79.889 6 0.016 79.889 y 10 101.586 141.264 4.053 21.269 1.136 H2-1 58 M77B L6x6x3/8 0.208 79.889 6 0.017 79.889 y 2 101.586 141.264 4.053 21.269 1.136 H2-1 59 M79B L6x6x3/8 0.208 79.889 2 0.017 79.889 y 14 101.586 141.264 4.053 21.269 1.136 H2-1 60 M80B L6x6x3/8 0.206 79.889 10 0.017 79.889 y 14 101.586 141.264 4.053 21.269 1.136 H2-1 61 M19 P6x.28 0.145 180 2 0.016 180 2 126.537 175.813 29.61 29.61 1 H1-1b 62 M18 P6x.28 0.142 180 12 0.016 180 4 126.537 175.813 29.61 29.61 1 H1-1b 63 M17 P6x.28 0.139 180 12 0.016 180 14 126.537 175.813 29.61 29.61 1 H1-1b 64 M2 P6x.28 0.135 0 12 0.041 0 12 126.537 175.813 29.61 29.61 1 H1-1b 65 M3 P6x.28 0.133 0 2 0.038 0 13 126.537 175.813 29.61 29.61 1 H1-1b 66 M20 P6x.28 0.131 180 14 0.015 180 16 126.537 175.813 29.61 29.61 1 H1-1b 67 M1 P6x.28 0.125 0 12 0.038 0 12 126.537 175.813 29.61 29.61 1 H1-1b 68 M4 P6x.28 0.119 0 14 0.036 0 14 126.537 175.813 29.61 29.61 1 H1-1b

Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N45 max 11.012 14 49.575 12 10.865 3 1.193 2 0.038 8 1.216 6 2 min -11.025 7 -32.28 5 -10.13 10 -1.341 10 -0.038 16 -1.461 14 3 N46 max 11.537 15 47.753 8 12.572 3 1.407 2 0.036 4 1.378 6 4 min -10.562 6 -29.43 17 -11.702 10 -1.529 10 -0.036 12 -1.295 14 5 N47 max 11.267 15 50.231 4 11.911 2 1.587 2 0.034 16 1.36 6 6 min -10.279 6 -32.055 13 -12.321 11 -1.356 10 -0.032 8 -1.239 14 7 N48 max 10.794 14 47.195 16 10.391 2 1.354 2 0.039 12 1.2 6 8 min -10.735 7 -29.577 9 -10.568 11 -1.181 10 -0.038 4 -1.401 14 9 Totals: max 44.432 14 45.015 14 45.572 2

10 min -42.439 6 33.761 11 -44.553 10

A20 of 29

A21 of 29

SEISMIC ANALYSIS

Client: AVIAT NETWORKS, INC. M.C.

Project: 65' SELF‐SUPPORTING TOWER

Site: MT. DIABLO

65 ft

37.5 kip

1.00

Design Procedure Per : TIA-222-H - Equivalent Lateral Force Procedure

Seismic Design Factors D

D

Ss (g) = 2.276 Mapped Short Period Spectral Acceleration

S1 (g) = 0.696 Mapped One Second Spectral Acceleration

Sms (g) = 2.731 Short Period Spectral Acceleration Adjusted for Site Class

SM1 (g) = 1.183 One Second Spectral Acceleration Adjusted for Site Class

SDS (g) = 1.821 Design Short Period Spectral Acceleration

SD1 (g) = 0.789 Design on Second Period Spectral Acceleration

R = 3 ASCE Table 12.2-1 and TIA-222-H Section 2.7.7.1.1

TIA-222-H Section 2.7.7.1.1 - Calculation of Seismic Response Coefficient

V=CSW Seismic Base Shear

W= effective seismic weight CS= seismic response coefficient

Cs=SDS/(R/I) 0.61

FUNDAMENTAL PERIOD OF A STRUCTURE - TIA-222-H, SECTION 2.7.7.1.3.2

Kf = 4540 wa = 30.0 ft (Average face width) wo = 30.0 ft (Face width at base of structure)

W = 37.5 kip

W1 = 43.14 kip

W2 = 5.0 kip (Weight of structure within top 5% of the structure height) f1 = 30.5 Hertz

T = 0.54 Sec RISA 3D

Structure Height:

Structure Weight:

Importance Factor:

Seismic Design Category:

Site Class:

A22 of 29

SEISMIC ANALYSIS

The value of Cs need not exceed the following:

TL = 8

For T < TL Cs=SD1/(T*R/I)= 0.48

For T > TL Cs=SD1TL/(T 2*R/I)= 7.11

In addition, for structures located where S1 is equal to or greater than 0.6g, Cs shall not be less than:

0.186

Cs = 0.48 VELF= 18.1 kip SEISMIC BASE SHEAR

VMODAL = 12.7 kip (RISA 3D SOFTWARE)

0.85VELF= 15.4 kip > VMODAL Scaling Factor Needed

SF= 1.22

SFx(I/R)= 0.41 (RISA 3D SF INPUT)

Cs= 0.8*S1/(R/I) =

A23 of 29

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO - S… Page 1

Designer Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

11:35:56 AM

Response Spectra Data Points Spectra Title: ASCE 2016, Parametric Design Spectra

A24 of 29

Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

11:37:52 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO - SEISMIC MAS… Page 1

Spectra Scaling Factor

Seismic Generation Input Seismic Code: ASCE 7-16 CtZ: 0.02 T Z (sec): Not Entered R Z: 3 CtX: 0.02 T X (sec): Not Entered R X: 3 CtExp. Z: 0.75 CtExp. X: 0.75 Seismic Weight LC: 0 Risk Category: I or II TL(sec): 8 SD1(g): 0.789 SDS(g): 1.183 S1(g): 0.696

Seismic Generation Detail Results T Z Used (sec): 0 T Z Method A: 0 T Z Upper Limit: 0 T X Used (sec): 0 T X Method A: 0 T X Upper Limit: 0 Importance Fac.: 0 Design Cat:

V Z (k): -1 Gov. Eqn.:

V X (k): -1 Gov. Eqn.:

Total Seismic Weight (k): 0

Static Base Shear Z (k): -1 Unscaled Base Shear Z (k): 37.577 Multiplier Z: 1 Static Base Shear X (k): -1 Unscaled Base Shear X (k): 38.013 Multiplier X: 1

Scaling Factor Z: 0.41 Scaling Factor X: 0.41

A25 of 29

Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

11:37:52 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO - SEISMIC MAS… Page 2

Frequencies and Participation Mode Frequency (Hz) Period (Sec) SX Participation SY Participation SZ Participation

1 1 1.838 0.544 0.917 86.872 2 2 1.844 0.542 88.225 0.933 3 3 2.131 0.469 0.014 1.237 4 4 2.536 0.394 5 5 2.536 0.394 6 6 2.537 0.394 7 7 2.537 0.394 8 8 2.538 0.394 9 9 2.538 0.394

10 10 2.538 0.394 11 11 2.538 0.394 12 12 2.538 0.394 13 13 2.538 0.394 14 14 2.59 0.386 15 15 2.815 0.355 8.376 0.078 16 16 2.819 0.355 0.079 8.493 17 17 8.286 0.121 1.131 18 18 8.318 0.12 0.388 19 19 8.913 0.112 2.077 20 20 8.96 0.112 0.329 21 21 10.051 0.099 22 22 10.181 0.098 23 23 10.334 0.097 24 24 10.42 0.096 0.037 25 25 10.422 0.096 26 26 12.244 0.082 27 27 12.249 0.082 28 28 12.463 0.08 0.242 29 29 14.004 0.071 30 30 17.591 0.057 0.05 31 Totals: 97.618 4.219 97.669

Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor

1 SEISMIC MASS Y DL 1

2 UNSCALED BASE SHEAR (SZ) Y SZ*SF 1

3 UNSCALED BASE SHEAR (SX) Y SX*SF 1

4 ASCE Strength 6 (a) Yes Y DL 1.2 Sds*DL 0.2 SX*SF 1 LL 0.5 LLS 1 5 ASCE Strength 6 (b) Yes Y DL 1.2 Sds*DL 0.2 SZ*SF 1 LL 0.5 LLS 1 6 ASCE Strength 6 (c) Yes Y DL 1.2 Sds*DL 0.2 SX*SF -1 LL 0.5 LLS 1 7 ASCE Strength 6 (d) Yes Y DL 1.2 Sds*DL 0.2 SZ*SF -1 LL 0.5 LLS 1

A26 of 29

Job Number Model Name

TASHJIAN TOWERS CORP.

M.C.

65' SELF-SUPPORTING TOWER

MT. DIABLO

Checked By : KT

2/23/2021

11:37:52 AM

RISA-3D Version 19 [ 65' SS TOWER (2-4-21) - MT. DIABLO - SEISMIC MAS… Page 3

Load Combinations (Continued) Description Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor

8 ASCE Strength 7 (a) Yes Y DL 0.9 Sds*DL -0.2 SX*SF 1 9 ASCE Strength 7 (b) Yes Y DL 0.9 Sds*DL -0.2 SZ*SF 1

10 ASCE Strength 7 (c) Yes Y DL 0.9 Sds*DL -0.2 SX*SF -1 11 ASCE Strength 7 (d) Yes Y DL 0.9 Sds*DL -0.2 SZ*SF -1

Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code Check Loc[in] LC Shear Check Loc[in] Dir LC phi*Pnc [k] phi*Pnt [k] phi*Mn y-y [k-ft] phi*Mn z-z [k-ft] Cb Eqn

1 M78 P6x.864 0.444 80 5 0.032 80 5 414.014 492.575 75.837 75.837 1 H1-1b 2 M79 P6x.864 0.441 80 7 0.032 80 7 414.014 492.575 75.837 75.837 1 H1-1b 3 M77 P6x.864 0.408 80 6 0.03 80 6 414.014 492.575 75.837 75.837 1 H1-1b 4 M80 P6x.864 0.396 80 6 0.029 80 6 414.014 492.575 75.837 75.837 1 H1-1b 5 M42 L6x6x3/8 0.326 124.628 7 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 6 M41 L6x6x3/8 0.326 124.628 5 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 7 M45 L6x6x3/8 0.314 124.628 6 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 8 M44 L6x6x3/8 0.314 124.628 4 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 9 M75A L6x6x3/8 0.311 120.471 5 0.06 183.576 z 5 47.855 141.264 4.053 18.452 1.5 H2-1

10 M38 L6x6x3/8 0.308 124.628 6 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 11 M39 L6x6x3/8 0.308 124.628 4 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 12 M76A L6x6x3/8 0.3 80.314 7 0.076 183.576 y 5 47.855 141.264 4.053 18.452 1.5 H2-1 13 M92 C6X10.5 0.297 195 11 0.071 180 y 7 45.353 99.468 2.428 5.385 1.372 H1-1a 14 M25 L6x6x3/8 0.295 124.628 5 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 15 M26 L6x6x3/8 0.295 124.628 7 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 16 M48 L6x6x3/8 0.293 124.628 5 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 17 M47 L6x6x3/8 0.293 124.628 7 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 18 M28 L6x6x3/8 0.287 124.628 4 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 19 M29 L6x6x3/8 0.287 124.628 6 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 20 M22 L6x6x3/8 0.283 124.628 6 0.004 254.558 z 7 30.506 141.264 -14.649 13.305 1 H2-1 21 M23 L6x6x3/8 0.283 124.628 4 0.004 254.558…