ATTACHMENT 5 - 100 Structural Calculations.pdf

730 N. 52ND ST., SUITE 105 Job Name: VA

PHOENIX, ARIZONA 85008

Job No.: 2 - Sheet No.: ______

OFFICE 602-443-0303

FAX 602-443-0404

CONSULTING STRUCTURAL ENGINEERS EMAIL MWILDA@SIMPLYSTRUCTURAL.COM By: br Date: -23

CLIENT:

AESUS Design Group 1050 E. Southern Ave, Suite D Tempe, Arizona 85282

PROJECT DESCRIPTION AND ADDRESS:

GENERAL INFORMATION:

BUILDING CODE: 20

SOILS DATA: Allowable Bearing Pressure = 1500 p.s.f.

OWNERSHIP OF DOCUMENTS: CALCULATIONS, DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS TO THIS PROJECT EXCEPT BY AGREEMENT IN WRITING AND WITH THE

APPROPRIATE COMPENSATION TO SIMPLY STRUCTURAL, INC.

02/29/24

Simply Structural JOB TITLE VA - Orlando 730 N. 52nd St., suite 105

Phoenix, AZ 85008 JOB NO. 23-070 SHEET NO.

602-443-0303 CALCULATED BY br DATE

CHECKED BY DATE

Wind Loads - Open Buildings: 0.25 ≤ h/L ≤ 1.0 Ultimate Wind Pressures

Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Obstructed Roof Angle = 2.4 deg

NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf.

Kz = Kh (case 2) = 0.90 Base pressure (qh) = 35.8 psf

Roof pressures - Wind Normal to Ridge Procedure not allowed h/L is greater than 1.0

Cnw Cnl Cn = -0.50 -1.20 p = -15.2 psf -36.5 psf Cn = -1.10 -0.60 p = -33.4 psf -18.2 psf

NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces.

2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof.

3). Positive pressures act toward the roof. Negative pressures act away from the roof.

Roof pressures - Wind Parallel to Ridge, Ɣ = 90 deg h = 20.0 ft ≤ h >h ≤ 2h > 2h 2h = 40.0 ft

Cn = -1.20 -0.90 -0.60 p = -36.5 psf -27.4 psf -18.2 psf Cn = 0.50 0.50 0.30 p = 15.2 psf 15.2 psf 9.1 psf

Fascia Panels -Horizontal pressures qp = 35.8 psf Windward fascia: 53.6 psf (GCpn = +1.5)

Leeward fascia: -35.8 psf (GCpn = -1.0)

Components & Cladding - roof pressures Kz = Kh (case 1) = 0.90 a = 3.0 ft a2 = 9.0 sf

Base pressure (qh) = 35.8 psf 4a2 = 36.0 sf G = 0.85 positive negative positive negative positive negative

1.19 -4.08 0.93 -2.05 0.60 -1.36

0.93 -2.05 0.93 -2.05 0.60 -1.36

0.60 -1.36 0.60 -1.36 0.60 -1.36

36.2 psf -124.0 psf 28.2 psf -62.5 psf 18.1 psf -41.3 psf

28.2 psf -62.5 psf 28.2 psf -62.5 psf 18.1 psf -41.3 psf

18.1 psf -41.3 psf 18.1 psf -41.3 psf 18.1 psf -41.3 psf

Wind pressure zone 3 zone 2

>9, ≤ 36 sf > 36 sf ≤ 9 sf

>9, ≤ 36 sf > 36 sf

Obstructed Wind Flow

CN

zone 1 Obstructed Wind Flow

Effective Wind Area

≤ 9 sf

A

B

Horizontal Distance from Windward EdgeWind

Flow

Load Case

A

B

Load Case

Wind Flow

Obstructed Wind Flow

Ɣ = 0 & 180 deg Wind Direction

53.6 psf -35.8 psf

Pole Footing Embedded in Soil LIC# : KW-06015475, Build:20.23.05.25 SIMPLY STRUCTURAL INC. (c) ENERCALC INC 1983-2023

DESCRIPTION: caisson for canopy column

Simply Structural 730 N. 52nd Street, Suite 105 Phoenix, Arizona 85008

Project File: va - orlando (23-070).ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information Circular

18.0

300.0 1,500.0

Lateral Restraint at Ground Surface

Pole Footing Shape Pole Footing Diameter . . . . . . . . . in

Allow Passive . . . . . . . . . . . . . . . pcf Max Passive . . . . . . . . . . . . . . . . psf

Calculate Min. Depth for Allowable Pressures

+D+0.60WGoverning Load Combination Lateral Load 0.4860 Moment 9.720 k-ft

Minimum Required Depth 4.625 ft k

Restraint @ Ground Surface

Pressure at Depth Actual 1,287.48 psf Allowable 1,387.50 psf

Surface Retraint Force 4,951.95 lbs

Controlling Values ft^2Footing Base Area 1.767 Maximum Soil Pressure 0.8403 ksf k k k

0.4950 k

0.990 k

Applied Loads k

Lateral Concentrated Load (k)

D : Dead Load

L : Live Lr : Roof Live

S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above

0.810

20.0 k k k k k k k ft

Lateral Distributed Loads (k

TOP of Load above ground surface

BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft

Applied Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft ground surface ft

Vertical Load (k) k

Load Combination Results

Factor Soil IncreaseForces @ Ground Surface

Load Combination Required

Loads - (k) Moments - (ft-k) Depth - (ft) Pressure at Depth

Allow - (psf)Actual - (psf)

0.00.000 0.000D Only 0.13 1.00037.5

0.00.000 0.000+D+Lr 0.13 1.00037.5

0.00.000 0.000+D+0.750Lr 0.13 1.00037.5

1,287.50.486 9.720+D+0.60W 4.63 1.0001,387.5 1,213.90.365 7.290+D+0.750Lr+0.450W 4.13 1.0001,237.5 1,213.90.365 7.290+D+0.450W 4.13 1.0001,237.5 1,287.50.486 9.720+0.60D+0.60W 4.63 1.0001,387.5

0.00.000 0.000+1.009D 0.13 1.00037.5

0.00.000 0.000+1.007D 0.13 1.00037.5

Pole Footing Embedded in Soil LIC# : KW-06015475, Build:20.23.05.25 SIMPLY STRUCTURAL INC. (c) ENERCALC INC 1983-2023

DESCRIPTION: caisson for canopy column

Simply Structural 730 N. 52nd Street, Suite 105 Phoenix, Arizona 85008

Project File: va - orlando (23-070).ec6

Project Title:

Engineer:

Project ID:

Project Descr:

0.00.000 0.000+0.5908D 0.13 1.00037.5