Addendum_1_-_Structural_Calculations.pdf

FORELL/ELSESSER ENGINEERS, INC.

INFRASTRUCTURE PROJECT

PHILLIP J. BURTON

FEDERAL BUILDING & COURTHOUSE

San Francisco, CA

STRUCTURAL CALCULATIONS

Addendum 1 – Antennae Mountings

Project Principal: Mason Walters, SE

Project Manager: Steve Marusich, SE

Project Engineer: Carlos Sempere, SE

Project Designer: Christopher Tung

F/E Job No.: 15-036

May 5, 2016

STRUCTURAL ENGINEERS

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____ z/h = 1

Ip = 1 ap = 1

Rp = 2.5

SDS = 1

FP,min = 0.30 Wp

FP,max = 1.60 Wp

Fp,calc = 0.48 Wp

Fp= 0.48 Wp

W3"pipe = 7.35 lb/ft <per AISC

L3"pipe = 24.0 ft <maximum height

W3"pipe = 176.40 lb

Wother = 50.00 lb <weight for antennae and others

Wtot = 226.40 lb

Fp,tot= 109 lbs

W3"pipe = 7.35 lb/ft 7.35 lb/ft 7.35 lb/ft <per AISC

L3"pipe = 6.0 ft 8.0 ft 10.0 ft <Various Heights

W3"pipe = 44.10 lb 58.80 lb 73.50 lb

Wother = 25.00 lb 25.00 lb 25.00 lb <weight for antennae and others

Wtot = 69.10 lb 83.80 lb 98.50 lb

Fp= 33 lbs 40 lbs 47 lbs

Unistrut Support for Varying Lengths of Pipe

Seismic Design Force ASCE 7-10 Ch 13.3

Large Antennae Regular Support

0.4��

1 + 2 ℎ

��,��� = 0.3

��,��� = 1.6

Seismic Force General

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____

Exposure = B α = 7.0 Table 26.9-1 zg = 1200 ft Table 26.9-1 z = 279 ft

Kz = 1.33

Kzt = 1 Ch 26.8.2

Kd = 0.85 Table 26.6-1 for round chimney like structure

V = 110 mph Figure 26.5-1A qz = 34.90 lb/ft^2

G = 0.85 Ch 26.9.1

Cf = 1.45 Figure 29.4-1

F = 43.01 psf d3"pipe = 0.25 ft

L3"pipe = 24.0 ft

A3"pipe = 6.00 ft^2

Aother = 3.00 ft^2 <assumed surface area of antenna dish

F3"pipe = 258 lbs <To be applied at centroid of pipe

Fother = 129 lbs <To be applied at 2/3 height above supports

Ftot = 387 lbs d3"pipe = 0.25 ft 0.25 ft 0.25 ft

L3"pipe = 6.0 ft 8.0 ft 10.0 ft

A3"pipe = 1.50 ft^2 2.00 ft^2 2.50 ft^2

Aother = 3.00 ft^2 3.00 ft^2 3.00 ft^2 <assumed surface area of antenna dish

F3"pipe = 65 lbs 86 lbs 108 lbs <To be applied at centroid of pipe

Fother = 129 lbs 129 lbs 129 lbs <To be applied at 2/3 height above supports

Ftot = 194 lbs 215 lbs 237 lbs

Pipe for Regular Support

Unistrut Support for Various Lengths of Pipe

Calculate Wind Force for Antennae

Design Wind Loads ASCE 7-10 Ch 29.5

� = � !"#$# (29.5-1)

� = 0.00256& & '&()

* (29.3-1)

& = 2.01

Table 29.3-1

Wind Force General

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____

Wtot= 226 lbs

F3"pipe = 258 lbs

Fother = 129 lbs

1.4Wtot= 317 lbs <conversion from LRFD>ASD

1.4Fapplied,pipe= 361 lbs

1.4Fapplied,add = 181 lbs

Lpipe = 24 ft

P = 361 lbs hcm = 12 ft

Lbtw supports = 3.0 ft a = 9.0 ft

R1 = 1084 lbs Compression

R2 = 1445 lbs Tension

P = 181 lbs hcm = 17 ft

Lbtw supports = 3.0 ft a = 14.0 ft

R1 = 843 lbs Compression

R2 = 1024 lbs Tension

Compression = 1927 lbs

Tension = 2469 lbs

Vmax= 317 lbs

# rods Top Brace = 2

# rods Bot Brace = 2

Threaded rod diameter = 5/8

Pmax per rod= 964 lbs

Rmax per rod= 1234 lbs

Vmax per rod= 79 lbs eccentricity = 8 in < outward from the wall to cm support

Mmax per rod= 634 lb-in

Fnt,tension = 45 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.23 in^2 φ = 0.75

Rn = 7766 lbs

Ru = 1234 lbs

DCR = 0.16

Check = GOOD

Fnt,shear = 27 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.23 in^2 φ = 0.75

Rn = 4659 lbs

Ru = 964 lbs

DCR = 0.21

Check = GOOD φ = 0.75

Z = 0.02 in^3

Fy = 55 ksi

Mn = 989 lb-in

Mu = 634 lb-in

DCR = 0.64

Check = GOOD

Large Antenna Support

Additional Demands

Rod Demands (Reference Table 3-23 Diagram 26 in AISC 360)

Rod Flexural Capacity

Rod Tension Capacity

Rod Shear Capacity

Combined Demands per Rod

Pipe Demands

/(0 + �)

3 ≤ 4��','5�6�7�$8

93 ≤ 49� = 49� = 4�:;

3 ≤ 4��',6?5�@$8

$8 = $5 = 0.75<

Results General

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____

Wtot= 69 lbs

F3"pipe = 65 lbs

Fother = 129 lbs

1.4Wtot= 97 lbs

1.4Fapplied,pipe= 90 lbs

1.4Fapplied,add = 181 lbs

Lpipe = 6 ft

P = 90 lbs hcm = 3 ft

Lbtw supports = 3.0 ft a = 0.0 ft

R1 = 0 lbs Compression

R2 = 90 lbs Tension

P = 181 lbs hcm = 5 ft

Lbtw supports = 3.0 ft a = 2.0 ft

R1 = 120 lbs Compression

R2 = 301 lbs Tension

Compression = 120 lbs

Tension = 391 lbs

Vmax= 97 lbs

# rods Top Brace = 2

# rods Bot Brace = 2

Threaded rod diameter = 1/2

Pmax per rod= 60 lbs

Rmax per rod= 196 lbs

Vmax per rod= 24 lbs eccentricity = 3 in

Mmax per rod= 73 lb-in

Fnt,tension = 45 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 4970 lbs

Ru = 196 lbs

DCR = 0.04

Check = GOOD

Fnt,shear = 27 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 2982 lbs

Ru = 60 lbs

DCR = 0.02

Check = GOOD φ = 0.75

Z = 0.01 in^3

Fy = 55 ksi

Mn = 506 lb-in

Mu = 73 lb-in

DCR = 0.14

Check = GOOD

Capacity = 92 psf

Span between Girders = 4.000 ft

Shear Capacity = 206 lbs per foot

Shear Demand = 391 lbs

Length Unistrut Req = 1.898 ft

Length Unistrut Use = 2 ft

6 ft Antenna Unistrut Support

Additional Demands

Rod Demands (Reference Table 3-23 Diagram 26 in AISC 360)

Rod Flexural Capacity

Aluminum Siding Capacity

<not considering the extended part behind the wall to be in bending.

Rod Tension Capacity

Rod Shear Capacity

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____

Wtot= 84 lbs

Fapplied = 86 lbs

Fother = 129 lbs

1.4Wtot= 117 lbs

1.4Fapplied,pipe= 120 lbs

1.4Fapplied = 181 lbs

Lpipe = 8 ft

P = 120 lbs hcm = 4 ft

Lbtw supports = 3.0 ft a = 1.0 ft

R1 = 40 lbs Compression

R2 = 161 lbs Tension

P = 181 lbs hcm = 6 ft

Lbtw supports = 3.0 ft a = 3.3 ft

R1 = 201 lbs Compression

R2 = 381 lbs Tension

Compression = 241 lbs

Tension = 542 lbs

Vmax= 117 lbs

# rods Top Brace = 2

# rods Bot Brace = 2

Threaded rod diameter = 1/2

Pmax per rod= 120 lbs

Rmax per rod= 271 lbs

Vmax per rod= 29 lbs eccentricity = 3 in

Mmax per rod= 88 lb-in

Fnt,tension = 45 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 4970 lbs

Ru = 271 lbs

DCR = 0.05

Check = GOOD

Fnt,shear = 27 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 2982 lbs

Ru = 120 lbs

DCR = 0.04

Check = GOOD φ = 0.75

Z = 0.01 in^3

Fy = 55 ksi

Mn = 506 lb-in

Mu = 88 lb-in

DCR = 0.17

Check = GOOD

Capacity = 92 psf

Span between Girders = 4.000 ft

Shear Capacity = 206 lbs per foot

Shear Demand = 542 lbs

Length Unistrut Req = 2.628 ft

Length Unistrut Use = 3 ft

Rod Tension Capacity

Rod Shear Capacity

Rod Flexural Capacity

Aluminum Siding Capacity

<not considering the extended part behind the wall to be in bending.

8 ft Antenna Unistrut Support

Additional Demands

Rod Demands (Reference Table 3-23 Diagram 26 in AISC 360)

160 PINE ST., 6TH FLOOR (415) 837-0700

SAN FRANCISCO, CA 94111 FAX (415) 837-0800

GSA IDIQ Job No.: 15-036

Date: 5/5/2016

By: CTu Sht. _____

Wtot= 99 lbs

Fapplied = 108 lbs

Fother = 129 lbs

1.4Wtot= 138 lbs

1.4Fapplied,pipe= 151 lbs

1.4Fapplied = 181 lbs

Lpipe = 10 ft

P = 151 lbs hcm = 5 ft

Lbtw supports = 4.0 ft a = 1.0 ft

R1 = 38 lbs Compression

R2 = 188 lbs Tension

P = 181 lbs hcm = 8 ft

Lbtw supports = 4.0 ft a = 4.0 ft

R1 = 181 lbs Compression

R2 = 361 lbs Tension

Compression = 218 lbs

Tension = 550 lbs

Vmax= 138 lbs

# rods Top Brace = 2

# rods Bot Brace = 2

Threaded rod diameter = 1/2

Pmax per rod= 109 lbs

Rmax per rod= 275 lbs

Vmax per rod= 34 lbs eccentricity = 3 in

Mmax per rod= 103 lb-in

Fnt,tension = 45 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 4970 lbs

Ru = 275 lbs

DCR = 0.06

Check = GOOD

Fnt,shear = 27 ksi <AISC Spec Table J3.2 pg 16.1-120

Ab = 0.15 in^2 φ = 0.75

Rn = 2982 lbs

Ru = 109 lbs

DCR = 0.04

Check = GOOD φ = 0.75

Z = 0.01 in^3

Fy = 55 ksi

Mn = 506 lb-in

Mu = 103 lb-in

DCR = 0.20

Check = GOOD

Capacity = 92 psf

Span between Girders = 4.000 ft

Shear Capacity = 206 lbs per foot

Shear Demand = 550 lbs

Length Unistrut Req = 2.664 ft

Length Unistrut Use = 3 ft

Rod Flexural Capacity

Aluminum Siding Capacity

Rod Demands (Reference Table 3-23 Diagram 26 in AISC 360)

10 ft Antenna Unistrut Support

Additional Demands

<not considering the extended part behind the wall to be in bending.

Rod Tension Capacity

Rod Shear Capacity