Bid_Set_-_Union_Square_Cafe_Structural_Calucations[1].pdf

38 Mason St, 2nd Fl San Francisco California 94102

T. 415.931.8460 www.ftfengineering.com

UNION SQUARE

CAFE

STRUCTURAL CALCULATIONS

225 Stockton Street San Francisco, CA P R O J E C T # 2 5 - 0 3 9

DATE: February 17, 2026

Ownership and Use of Documents:

These Calculations are instruments of professional service, and as such are the property of FTF Engineering, Inc. They are not to be used, in whole or in part, for any other project without the express written authority of FTF Engineering, Inc. FTF Engineering, Inc. shall not be responsible for damage caused by subsequent changes to or uses of these documents, if the subsequent changes to or uses, including changes or uses made by state or local governmental agencies, are not authorized or approved by the registered engineer who originally signed the documents.

TABLE OF CONTENTS

ITEM PAGE NUMBER

Summary 1

Seismic and Wind Load Parameters 2

Seismic Load Analysis 3

Wind Load Analysis 4

Mech Unit Support Beam Design 5

Mech Unit Anchorage 8

SUMMARY SHEET

EXISTING CONDITIONS

1. Existing single-story structure with bare metal deck roof spanning between HSS beams.

PROPOSED WORK

1. The remodel project involves the addition of an approximately 200lbs exhaust vent on top of the roof. We are providing additional support for the new opening, as well as design and anchorage for the new unit.

2. Per CBC exemption 1617A.1.18 Section 13.1.4, because the unit is less that 400lbs and the center of gravity is less than 4 ft above the supporting level, seismic anchorage design is not required but is still being considered.

3. The new unit adds only around 10psf to the area where the roof deck will be removed. By observation, the seismic mass is not increasing by 10% and the gravity load to the existing HSS beams is not increasing by 5%.

Per CEBC Chapter 5A Sections 503A.2 and 503A.4, additional seismic or gravity strengthening is not required.

STRUCTURAL DESIGN SUMMARY

1. Governing code is 2025 CBC with seismic loads consisting of 100% of the prescribed loads for new buildings according to ASCE 7-22.

2. New steel channel beams added to support the new unit and roof deck.

3. Anchorage for wind and seismic loading of the new unit to the roof deck and steel channel beams.

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ASCE Hazards Report Address:

225 Stockton St San Francisco, California 94102

Standard: ASCE/SEI 7-22 Latitude: 37.78591

Risk Category: II Longitude: -122.406347

Soil Class: Default Elevation: 43.18312535495708 ft

(NAVD 88)

Wind

Results:

Wind Speed 92 Vmph

10-year MRI 64 Vmph

25-year MRI 70 Vmph

50-year MRI 74 Vmph

100-year MRI 79 Vmph

300-year MRI 87 Vmph

700-year MRI 92 Vmph

1,700-year MRI 99 Vmph

3,000-year MRI 103 Vmph

10,000-year MRI 112 Vmph

100,000-year MRI 129 Vmph

1,000,000-year MRI 147 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Thu Feb 12 2026

Page 1 of 5https://ascehazardtool.org/ Thu Feb 12 2026

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PGA M : 0.6

SMS : 1.71

SM1 : 1.7

SDS : 1.14

SD1 : 1.13

TL : 12

SS : 1.5

S1 : 0.6

VS30 : 260

Seismic Design Category: D

Seismic

DefaultSite Soil Class:

Results:

https://ascehazardtool.org/

Seismic Force on Components Ref. 2025 CBC §1617.12.12, ASCE 7-22 §13.3.1

Fph = Horizontal Seismic Design Force

Fpv = Vertical Seismic Design Force

Roof Fan

Wp = Component Operating Weight Wp = 300 (lbs)

Rpo = Component Stength Factor, Table 13.5-1 or 13.6-1 Rpo = 2

*R� = Structure Ductility Reduction (See Note)

SFRS Unknown

EQ 13.3-6 Rµ = 1.30

Ie = Importance Factor for supporting structure §11.5.1 Ie = N/A

R = N/A

Ω0 = N/A

SDS = Spectral Acceleration, short period from §11.4.4 SDS = 1.14

Ip = Component Importance Factor, §13.1.3 Ip = 1 z = Component Attachment Height with Respect to Grade, ≥0 z = 15 ft

CAR = Component Resonance Ductility Factor Table 13.5-1, 13.6-1 CAR = 1 h = Average Roof Height of Structure with Respect to Grade h = 15 ft

T Unknown

Ta = Lowest Approximate Fundemental Period of Support Structure Ta = a1 = (1/Ta) ≤ 2.5 a1 = -a2 = [1 - (0.4/Ta) ] ≥ 0 a2 = -

Known Ta for building Eq. 13.3-4 (Known T) Hf = -

Unknown Ta for building Eq. 13.3-5 (Uknown T) Hf = 3.5 ft

Eq. 13.3-1 Fph,calc = 0.61 Wp

Fph,max = 1.82 Wp

Fph,min = 0.34 Wp but not more than Eq. 13.3-2 --->Use Fph = 0.61 Wp

Fph = 184 (lbs) and not less than Eq. 13.3-3

--->Use Fph,ASD = 0.43 Wp

Fph,ASD = 129 (lbs)

Remember to apply --> Use Fpv = 0.23 Wp to all components EXCEPT "lay-in access Fpv = 68 (lbs) floor panels and lay-in ceiling panels."

--->Use Fpv,ASD = 0.16 Wp

Fpv,ASD = 48 (lbs)

* Rµ = 1 for at or below grade elements. 1.3 for unknown SFRS or when not listed (ASCE 7-22 §13.3.1.2)

Ω0 = Overstength Factor for Supporting Structure

Table 12.2-1, 15.4-1, 15.4-2

R = Response modification factor for supporting structure

Table 12.2-1, 15.4-1, 15.4-2

"The force (Fp) shall be applied independently in at least two orthogonal horizontal directions in combination with service loads associated with the component, as appropriate. For vertically cantilevered systems, however, the force Fp shall be assumed to act in any horizontal direction.

(ASCE 7-22 §13.3.1)

Hf=Force amplification factor based on the height in the structure

§13.3.1.1

The component shall be designed for a concurrent vertical force ±0.2SDSWp. (ASCE 7-22 §13.3.1.6)

38 Mason Street, 2nd Floor PROJECT: UNION SQUARE CAFE

San Francisco, CA 94102 JOB # : 25-039

Tel. 415.931.8460 ENGINEER : RB

Fax. 415.931.8461 PAGE # :

ppDSph WISF 6.1= ppDSph WISF 3.0= pDSpv WSF 2.0±=

��� � .7 ∗

��� � .7 ∗

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Steel Beam LIC# : KW-06015130, Build:20.25.02.26 FTF ENGINEERING INC. (c) ENERCALC, LLC 1982-2026

DESCRIPTION: EQUIPMENT SUPPORT CHANNEL

38 Mason Street, 2nd Floor San Francisco, CA 94102 Tel. 415.931.8460

Project File: UNION SQUARE CAFE.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 10.0 ft

C4x4.5

1 2

D(0.1260) Lr0.0560) D(0.1030) Lr0.040) W(0.1570) W(-0.1570) W(0.0560) W(0.0560)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1

Point Load : D = 0.1260, Lr = 0.0560 k @ 4.330 ft Point Load : D = 0.1030, Lr = 0.040 k @ 7.0 ft Point Load : W = 0.1570 k @ 4.330 ft, (WIND OVERTURNING) Point Load : W = -0.1570 k @ 7.0 ft, (WIND OVERTURNING) Point Load : W = 0.0560 k @ 7.0 ft, (WIND VERT) Point Load : W = 0.0560 k @ 4.330 ft, (WIND VERT)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.186 : 1

Load Combination +1.20D+1.60Lr+0.50W

Span # where maximum occurs Span # 1

0.2464 k Mn * Phi : Allowable 5.535 k-ft Vn * Phi : Allowable

C4x4.5Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+1.60Lr+0.50W

9.720 k

Section used for this span C4x4.5 Mu : Applied

Maximum Shear Stress Ratio = 0.025 : 1

7.029 ft

1.029 k-ft Vu : Applied

2,616 >=360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.046 in 2,616Ratio = >=360 Max Upward Transient Deflection -0.046 in Ratio = Max Downward Total Deflection 0.115 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : W Only Span: 1 : -W Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D

Dsgn. L = 10.00 ft 1 0.112 0.018 0.62 0.62 6.15 5.54 1.00 1.00 0.18 10.80 9.72 +1.20D+0.50Lr

Dsgn. L = 10.00 ft 1 0.113 0.018 0.63 0.63 6.15 5.54 1.00 1.00 0.18 10.80 9.72 +1.20D

Dsgn. L = 10.00 ft 1 0.096 0.016 0.53 0.53 6.15 5.54 1.00 1.00 0.15 10.80 9.72 +1.20D+1.60Lr

Dsgn. L = 10.00 ft 1 0.151 0.024 0.83 0.83 6.15 5.54 1.00 1.00 0.24 10.80 9.72 +1.20D+1.60Lr+0.50W

Dsgn. L = 10.00 ft 1 0.186 0.025 1.03 1.03 6.15 5.54 1.00 1.00 0.25 10.80 9.72 +1.20D+1.60Lr-0.50W

Dsgn. L = 10.00 ft 1 0.122 0.023 0.67 0.67 6.15 5.54 1.00 1.00 0.22 10.80 9.72 +1.20D+0.50W

Dsgn. L = 10.00 ft 1 0.131 0.017 0.73 0.73 6.15 5.54 1.00 1.00 0.17 10.80 9.72 +1.20D-0.50W

Dsgn. L = 10.00 ft 1 0.077 0.015 0.42 0.42 6.15 5.54 1.00 1.00 0.14 10.80 9.72 +1.20D+0.50Lr+W

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Steel Beam LIC# : KW-06015130, Build:20.25.02.26 FTF ENGINEERING INC. (c) ENERCALC, LLC 1982-2026

DESCRIPTION: EQUIPMENT SUPPORT CHANNEL

38 Mason Street, 2nd Floor San Francisco, CA 94102 Tel. 415.931.8460

Project File: UNION SQUARE CAFE.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 10.00 ft 1 0.184 0.024 1.02 1.02 6.15 5.54 1.00 1.00 0.24 10.80 9.72

+1.20D+0.50Lr-W Dsgn. L = 10.00 ft 1 0.085 0.016 0.47 0.47 6.15 5.54 1.00 1.00 0.16 10.80 9.72

+1.20D+W Dsgn. L = 10.00 ft 1 0.166 0.022 0.92 0.92 6.15 5.54 1.00 1.00 0.21 10.80 9.72

+1.20D-W Dsgn. L = 10.00 ft 1 0.071 0.013 0.39 0.39 6.15 5.54 1.00 1.00 0.13 10.80 9.72

+0.90D+W Dsgn. L = 10.00 ft 1 0.142 0.019 0.79 0.79 6.15 5.54 1.00 1.00 0.18 10.80 9.72

+0.90D-W Dsgn. L = 10.00 ft 1 0.050 0.010 0.28 0.28 6.15 5.54 1.00 1.00 0.10 10.80 9.72

+0.90D Dsgn. L = 10.00 ft 1 0.072 0.012 0.40 0.40 6.15 5.54 1.00 1.00 0.11 10.80 9.72

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750Lr+0.450W1 0.1153 4.943 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.176 0.179 Max Upward from Load Combinations 0.176 0.179 Max Upward from Load Cases 0.102 0.127 Max Downward from all Load Conditions (Resisting Uplift) -0.090 -0.022 Max Downward from Load Combinations (Resisting Uplift) -0.090 -0.022 D Only 0.102 0.127 +D+Lr 0.146 0.179 +D+0.750Lr 0.135 0.166 +D+0.60W 0.157 0.140 +D-0.60W 0.048 0.114 +D+0.750Lr+0.450W 0.176 0.176 +D+0.750Lr-0.450W 0.094 0.156 +D+0.450W 0.143 0.136 +D-0.450W 0.062 0.117 +0.60D+0.60W 0.116 0.089 +0.60D-0.60W 0.007 0.063 +0.60D 0.061 0.076 Lr Only 0.044 0.052 W Only 0.090 0.022 -W -0.090 -0.022

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Fax. 415.931.8461 PAGE # :

San Francisco, CA 94102 JOB # :

Tel. 415.931.8460 ENGINEER :

38 Mason Street, 2nd Floor PROJECT:

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UNION SQUARE CAFE

25-039

RB

Allowable Screw Connection Capacity (lbs)

Thickness (Mils)

Design Thickness

Fy Yield (ksi)

Fu Tensile

(ksi)

#6 Screw #8 Screw #10 Screw #12 Screw ¼" Screw

(Pss = 643 lbs, Pts = 419 lbs) (Pss= 1278 lbs, Pts = 586 lbs) (Pss= 1644 lbs, Pts = 1158 lbs) (Pss= 2330 lbs, Pts = 2325 lbs) (Pss= 3048 lbs, Pts = 3201 lbs)

0.138" dia, 0.272" Head 0.164" dia, 0.272" Head 0.190" dia, 0.340" Head 0.216" dia, 0.340" Head 0.250" dia, 0.409" Head

Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 specifying screws from a specific manufacturer.

MECHANICAL UNIT TO METAL DECK SCREW ATTACHMENT

SCREWED CONNECTION CAPACITY FROM SSMA

ASSUMED 22GA DECK THICKNESS = 27 MILS. USE #10 SMS SCREWS

SHEAR DEMAND (ASD) = 334#*0.6 = 200#

#10 SMS SHEAR CAPACITY = 96#*22 SCREWS = 2112# > 200#

PULL-OUT DEMAND = 334#*0.6*30"/32"/5 SCREWS+ 223#*0.6/22 SCREWS = 44#

#10 SMS PULL-OUT CAPACITY = 50# > 44#

USE #10 SMS @ 6" OC ((5) MIN) AT EACH EDGE PARALLEL TO DECK FLUTES.

USE (3) #10 SMS AT EACH UP-FLUTE ((6) MIN) AT EACH EDGE PERPENDICULAR TO DECK FLUTES.

DECK

UP-FLUTE

(6) SCREWS, (3) AT EACH

UP-FLUTE, EA SIDE

(5) SCREWS, SPACED

AT 6" OC, EA SIDE

200/2112+44/50=D/C=0.974 ok

Fax. 415.931.8461 PAGE # :

San Francisco, CA 94102 JOB # :

Tel. 415.931.8460 ENGINEER :

38 Mason Street, 2nd Floor PROJECT:

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UNION SQUARE CAFE

25-039

RB

METAL DECK TO MECH UNIT SUPPORT CHANNEL SCREW ATTACHMENT

CHANNEL FLANGE THICKNESS = 0.296"

USE HILTI S-MD #12-24 x 1 1/4 HWH #5 SELF-PIERCING SCREWS, PIERCING CAPCITY=0.5"

PULL-OUT DEMAND = 334#*0.6*30"/32"/2 SCREWS+ 223#*0.6/6 SCREWS = 130#

SCREW PULL-OUT CAPACITY = 373# > 130#

(3) SCREWS, (1) AT EACH

DOWN-FLUTE, EA SIDE

DECK

DOWN-FLUTE

DECK

UP-FLUTE