Milpitas_Sports_Center_SO337360_calcs_SS_2024-04-24.pdf

STRUCTURAL CALCULATIONS

for

MILPITAS SPORTS CENTER SO337360

at

CARDOZA PARK, DIXON LANDING FIELDS & MILPITAS SPORTS CENTER

MILPITAS, CA 95035

for

DAKTRONICS INC (SO337360)

4/24/2024

BY: WELLS HOLMES, S.E.

PROJECT ENGINEER

PROJECT #: U1039.1721.241

DATE:

REVISED:

DESIGNED BY FCG; CHECKED BY MBT

Note: Copyright © 2024 Vector Structural Engineering, LLC

The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of

Vector Structural Engineering, LLC and Daktronics Inc.

This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural

Engineering, LLC.

April 9, 2024

April 24, 2024

651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com

JOB NO.: U1039.1721.241

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PROJECT: MILPITAS SPORTS CENTER SO337360

Design Criteria:

Code:

Wind: Basic wind speed = 95 mph (3-second gust) per the ASCE 7-16 standard

Risk Category: II

Wind exposure: C

Seismic: Seismic importance factor, I = 1

Risk Category: II

Mapped spectral response accelerations: SS = 2.287g S1 = 0.877g

Site class: D

Spectral response coefficients: SDS = 1.83g SD1 = 0.994g

Seismic design category: E

Analysis procedure: Equivalent Lateral Force

General Notes:

Structural Steel:

1 All structural steel code checks based on the AISC, 15th Edition per the ASCE 7 standard

2 All steel wide flange shapes to be per ASTM A992 (50 KSI), U.N.O.

3 All other structural steel shapes & plates shall be per ASTM A36, U.N.O.

4 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O.

5 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC.

The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found.

Structural design is based on the California Building Code, 2022 Edition (2021 IBC) and the ASCE 7-16 standard.

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings.

All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members.

All welding shall be performed by certified welders in accordance with the latest edition of the American Welding

Society (AWS) D1.1. Utilize minimum E70XX low-hydrogen electrode U.N.O. or where higher strength electrode is required by AWS D1.1

These calculations are limited to the structural members shown in these calculations only. The connection of the members shown in these calculations to the existing structure shall be by others, with the exception of those explicitly shown on the drawings.

The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility.

The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code.

Copyright © 2024 Vector Structural Engineering, LLC

PROJECT: MILPITAS SPORTS CENTER SO337360

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

Copyright © 2024 Vector Structural Engineering, LLC

Statement of Special Inspections:

• Periodic special inspection of high-strength bolting

No structural observation is required.

• Special inspection of field welding where permitted (periodic or continuous as required by the 2022 CBC).

Special inspection is not required for work of a minor nature or as warranted by conditions in the jurisdiction as approved by the building official. Thus, inspection items above may be waived as deemed appropriate by the building official.

Steel fabrication shall be performed on the premises of a fabricator registered and approved as required by the

2022 CBC to perform such work without special inspection.

No field welding shall be permitted unless noted otherwise.

The following special inspections, where applicable, shall be required per Chapter 17 of the 2022 CBC.

PROJECT: MILPITAS SPORTS CENTER SO337360 SUBJECT: Design Wind Loads on Solid Signs

DESIGN WIND LOADS ON SOLID SIGNS:

Label:

INPUT DATA:

Basic Wind Speed, V [mph]: 95

Exposure Category: C

Importance Factor, I: 1.00

Sign:

Height, h: 22.0

Vertical Dimension, s [ft]: 12.0

Horizontal Dimension, B [ft]: 20.0

Ratio of Solid Area to Gross Area, ε: 1.00

Length of Return Corner, Lr [ft]: 0.0

For Flexible Signs, (if n 1 < 1 Hz):

Depth, L [ft]:

Natural Frequency, n 1 [Hz]:

Damping Ratio, β: 0.005

DESIGN SUMMARY:

(1.0W) (0.6W)

Case A: Design Wind Pressure, pA [psf]: 26.0 15.6

Case B: Design Wind Pressure, pB [psf]: 43.4 26.0

Case C: Consider Case C? No

Design Wind Pressures: pC1 [psf]:

pC2 [psf]:

pC3 [psf]:

pC4 [psf]:

pC5 [psf]:

pC6 [psf]:

pC7 [psf]:

Sign

PROJECT: MILPITAS SPORTS CENTER SO337360 SUBJECT: Design Wind Loads on Solid Signs

DESIGN WIND LOADS ON SOLID SIGNS:

Label:

WIND ANALYSIS (CASES A & B): ASCE 7-16 Reference:

Design Wind Pressure - Case A, pA [psf]: 26.0 (Section 29.4)

Design Wind Pressure - Case B, pB [psf]: 43.4

Design Wind Pressure, p:

(equation 29.4-1)

Vertical Offset Increase, f v: 1.00 (for 0.05h vertical offset)

Horizontal Offset Increase - Case B, f h: 1.67 (for 0.2B horizontal offset)

Reduction for Openings, fo: 1.00 (Figure 29.3-1, Note 2)

Velocity Pressure, qh [psf]: 18.1 (Section 26.10)

Gust Effect Factor, G or Gf: 0.85 (Section 26.11)

Force Coefficient, Cf: 1.69 (Figure 29.3-1)

Velocity Pressure, qh:

(Equation 26.10-1)

Velocity Pressure Exposure Coefficient, Kz: 0.92 (Section 26.10.1)

Topographic Factor, Kzt: 1.0 (Section 26.8.2)

Wind Directionality Factor, Kd: 0.85 (Table 26.6-1)

Ground Elevation Factor, Ke: 1.00 (Section 26.9)

Velocity Pressure Exposure Coefficient, Kz:

(Table 26.10-1)

900 (Table 26.11-1)

3-s Gust-Speed Power Law Exponent, α: 9.5 (Table 26.11-1)

Grount Elevation Factor, Ke:

(Table 26.9-1)

Ground Elevation, zg [ft]: 9

Nominal Height of Atmospheric Boundary Layer, zg [ft]:

Sign

)/2()/(01.2 α gz zzK = fhonv GCqfffp =

5.1)1(1 ε−−=of

�� = 0.00256�����������

N:\Logos\VectorLogo.gif JOB NO.: U1039.1721.241

PROJECT: MILPITAS SPORTS CENTER SO337360

LOADS SUMMARY

Label:

Dead Load, D:

Component:

600 lb 600

Wp = 600 lb

Wind Load, W:

Wind pressure (1.0W): 26.0 psf

Height, h: 2.5 ft 1.0W 0.6W

Max. Horiz. Dim.: 20.0 ft Vtrans: 1300 780 lb Controls

Min. Horiz. Dim.: 1.0 ft Vlong: 65 39 lb

Seismic Load, E: Consider Seismic: Yes

Architectural Component:

Risk Category: II Fa = 1.2

Seismic Design Category: E Fv = 1.7

Ip = 1.0 SMS = 2.744

Site Class: D SM1 = 1.491

Rp = 3 SDS = 1.830

Ss = 2.287 SD1 = 0.994

S1 = 0.877

1.0E 0.7E ap = 2.5 Fp,min = 329 231 lb z = 1.0 ft Fp,max = 1756 1229 lb h = 1.0 ft z/h = 1.0 Fp,trans = 1098 768 lb

Fp,long = 1098 768 lb Controls

Fp,vert = 220 154 lb

Copyright © 2024 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

AD Panel

Weight

Other - enter Rp & ap below from Table 13.5-1

PROJECT: MILPITAS SPORTS CENTER SO337360

LOADS SUMMARY

Label:

Dead Load, D:

Component:

1560 lb 1560

Wp = 1560 lb

Wind Load, W:

Wind pressure (1.0W): 26.0 psf

Height, h: 6.5 ft 1.0W 0.6W

Max. Horiz. Dim.: 20.0 ft Vtrans: 3380 2028 lb Controls

Min. Horiz. Dim.: 1.0 ft Vlong: 169 101 lb

Seismic Load, E: Consider Seismic: Yes

Architectural Component:

Risk Category: II Fa = 1.2

Seismic Design Category: E Fv = 1.7

Ip = 1.0 SMS = 2.744

Site Class: D SM1 = 1.491

Rp = 3 SDS = 1.830

Ss = 2.287 SD1 = 0.994

S1 = 0.877

1.0E 0.7E ap = 2.5 Fp,min = 856 599 lb z = 1.0 ft Fp,max = 4567 3197 lb h = 1.0 ft z/h = 1.0 Fp,trans = 2854 1998 lb

Fp,long = 2854 1998 lb Controls

Fp,vert = 571 400 lb

Copyright © 2024 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

Scoreboard

Weight

Other - enter Rp & ap below from Table 13.5-1

PROJECT: Milpitas Sports Center SO337360 SUBJECT: WELD GROUP ANALYSIS

WELDED CONNECTION WITH FILLET WELDS TREATED AS LINES

Description:

Geometry Results

Weld Pattern:

b (in) = 6 (parallel to x-axis) 70 d (in) = 5.438 (parallel to y-axis) Required leg size (in) = 0.161

Actual leg size (in) = 1/4

SXWELD (in ) = 9.86 Stress ratio: 64.5%

SYWELD (in ) = 32.63

IpWELD (in ) = 124.67

Lweld (in) = 10.88

Torque arm (in) = 4.05

Graphic Scale: 100%

Loads on Weld Group

Load Type: ASD

Axial(Z) (lb) = vaxial (lb/in) = 0

ShearX (lb) = vshearx (lb/in) = 0

ShearY (lb) = 5750 vsheary (lb/in) = 529

MomentXX (ft-lb) = 1917 vmomentxx (lb/in) = 2334

MomentYY (ft-lb) = vmomentyy (lb/in) = 0

Torque(ZZ) (ft-lb) = vtorque (lb/in) = 0 vmax (lb/in) = 2393

Seat angle

Electrode Class

Number (ksi):

Double weld line, vertical

X

Y

5750 lb is taken from the max. seat load capacity listed on the prechecked plans.

The load at this specific sign is less than the max. seat capacity:

12' x 20' x 12 psf / 2 seats = 1,440 lbs. OK

PROJECT: Milpitas Sports Center SO337360

DESIGN APPROACH: ASD

PLATE IN BENDING Location: Seat angle

Plate depth: 0.375 in

Plate width: 6 in Lbd/t

0.04947917

Moment arm/unbraced length: 4.75 in Sx 0.140625 in

Yield strength: 36 ksi Zx 0.211 in

Moment capacity: 378.93 ft-lbs

Load: 5750 lbs

Moment: 285 ft-lbs

Check Plate: 75.1%

Result: Selected plate is adequate.

Note:

BOLTED SHEAR CONNECTION Location: Seat angle

Bolt Grade:

Bolt Diameter: 0.5 in

Number of Bolts: 2

Double Shear? No

Bolt Capacity: 10603 lbs (AISC Equation J3-1)

Shear Load: 5750 lbs

Check Bolt: 54.2%

Result: Select (2) 0.5 in. dia. ASTM A325 bolts.

Note:

Copyright © 2024 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

Intermediate Values

ASTM A325

M = PL/8. Horizontal seat plate is restrained on three sides

See load clarification on the previous page. The actual load at this specific sign is 1,440 lbs. Therefore the moment would be 72 ft-lb. OK

PROJECT: Milpitas Sports Center SO337360

Copyright © 2024 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

COMPRESSION MEMBER Location: Seat angle

Yield strength, Fy: 36 ksi

Section width: 0.25 in

Section depth: 5.4375 in

Laterally unbraced length, L: 6 in

Effective length factor, K: 1 in

Compression load, Pr: 5750 lbs (ASD)

Section area, Ag: 1.359375 in

Moment of inertia, I: 0.01 in

Radius of gyration, r: 0.07 in

Ratio, KL/r: 83.1

Elastic critical buckling stress, Fe: 41.4 ksi

Critical stress, Fcr: 25.0 ksi

Compression capacity: 20365 lbs

Check member: 28.2%

Result: Selected member size is adequate.

Note:

PROJECT: DSA PC SUBJECT: CALCULATIONS

CONNECTION TABLE

Maximum Wind Load: 53.0 psf (0.6W)

Maximum Dead Load: 12.0 psf

Location Trib Height

(ft)

Trib Width

(ft)

Trib Area

(ft2)

Wind Load

[lb]

Mounting Detail 1 & 4 5 13 65 3445

Mounting Detail 2 & 5 2.5 13 32.5 1722

Mounting Detail 3 & 6 3.25 13 42.25 2239

Mounting Detail 7 5.25 13 68.25 3617

Mounting Detail 8 - - 35 1855

Max. Connection Design Load

Milpitas Sports Center SO337360

AD Panel and Scoreboard connections are adequate

MOUNTING DETAIL 7

BOLTED SHEAR CONNECTION

Bolt Grade:

Bolt Diameter: 0.5 in

Number of Bolts: 2

Double Shear? No

Bolt Capacity: 8836 lbs (AISC D.G. 27 Sec. 9.3.4)

Shear Load: 819 lbs (unfactored, ASD)

Check Bolt: 9.3%

Result: Select (2) 0.5 in. dia. SS304 (Fu = 100 ksi) bolts.

Note:

BOLTED TENSION CONNECTION

Bolt Grade:

Bolt Diameter: 0.5 in

Number of Bolts: 2

Bolt Capacity: 14726 lbs (AISC D.G. 27 Sec. 9.3.4)

Tension Load: 3617 lbs (unfactored, ASD)

Check Bolt: 24.6%

Result: Select (2) 0.5 in. dia. SS304 (Fu = 100 ksi) bolts.

Note:

SCREW SHEAR CONNECTION

SCREW IS NOT FUNCTIONAL AS A COMPONENT OF THE OUT-OF-PLANE CONNECTION. SCREW IN

INTENDED ONLY TO PREVENT ROCKER CLAMPS FROM SLIPPLING IN-PLANE AND SLIDING OFF OF THE

EDGE OF THE COLUMN FLANGE. SEE ICC-ES EVALUATION REPORT BELOW.

SS304 (Fu = 100 ksi)

Shear load = 12 psf dead load times tributary area. Seat angle provided at bottom of stacked displays to prevent slip of friction connections.

SS304 (Fu = 100 ksi)

Combined tension and shear adequate by inspection.

Milpitas Sports Center SO337360

CHANNEL IN FLEXURE Section (slot mat'l removed)

Channel Moment of Inertia: 0.0555 in

Distance to Extreme Fiber: 0.709 in

Section Modulus: 0.0783 in

Yield Strength: 35 ksi (Fty = Fcy)

Safety Factor: 1.65

Allowable Stress: 21.2 ksi

Dist. From Bolt to Edge of Flange: 0.5 in (approx. moment arm)

Moment in Channel: 0.90 k-in

Bending Stress: 11.5 ksi

Check Channel: 54.4%

Result: Selected channel is adequate.

MOUNTING DETAIL 1 & 4

SIMILAR TO MOUNTING DETAIL 7 w/ SMALLER LOADS - ADEQUATE BY INSPECTION

MOUNTING DETAIL 2 & 5

SIMILAR TO MOUNTING DETAIL 7 w/ SMALLER LOADS - ADEQUATE BY INSPECTION

MOUNTING DETAIL 3 & 6

SIMILAR TO MOUNTING DETAIL 7 w/ SMALLER LOADS - ADEQUATE BY INSPECTION

MOUNTING DETAIL 86

MEMBER IN BENDING Location: Unistrut

Steel Shape: P1000

Moment Capacity: 5070 in-lbs (Per manufacturer specifications)

Wind Load, P: 927 lbs (1/2 of total load for this connection)

Design Span, L: 8 in (max between bolts)

Maximum Moment: 3710 ft-lbs (P*L/4)

Check Member: 73.2%

Result: Selected member size is adequate.

Note: Unistrut channel assumed to be a simple span between two bolts to the aluminum channel. Load is assumed to be centered on the

8" span.