STRUCTURAL CALCULATIONS

for

SMCC Backup Generator Pad

7050 S 24th St

Phoenix, AZ 85042

Prepared for:

Energy Systems Design

DATE: 10/5/17

Prepared by:

Meyer Borgman Johnson, Inc.

1438 W. Broadway #212

Tempe, Arizona 85282

Project No.: P17.169.0

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10/5

/17

Job No.: _____________________ Sheet: _____________

Project: ___________________________________________

By: ___________________________ Date: ______________

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Project Description:

This project includes the design of a concrete pad foundation to support a new generator.The generator weighs approximately 12,000 lbs. An additional concrete housekeepingpad for an ATS will also be designed for a max weight of 300 lbs.

Contents:

Design loadsConcrete pad calculationsAnchorage calculations

Key Plan

P17.169.0

SMCC GENERATOR PAD

VPF 10/2017

M

2/ S1

22' - 0"

7' -

0" GENERATOR

- 12,000 LBS

NEW GENERATORCONCRETE PAD - SEEDETAIL

N

(E) SES

(E) SES

CONTRACTOR TO COORDINATELOCATION WITH ELECTRICALDRAWINGS

ATS

NEW ATS (300 LBSMAX) HOUSEKEEPINGPAD - SEE DETAIL 3/ S1

6"

SAWCUT (E) DRIVEWAYFOR CONDUIT ROUTING- SEE DETAIL 4/ S1AND 5/ S1

SAWCUT (E) DRIVEWAYFOR CONDUIT ROUTING- SEE DETAIL 4/ S1

1/8" = 1'-0"S1

1 PARTIAL SITE PLAN

Meyer Borgman Johnson JOB TITLE 1438 W Broadway Rd. Suite 212

Tempe, AZ JOB NO. SHEET NO.

(480) 747-6737 CALCULATED BY DATE

CHECKED BY DATE

Wind Loads - Other Structures: ASCE 7- 10 Ultimate Wind Pressures

Wind Factor = 1.00

Gust Effect Factor (G) = 0.85 115 mphKzt = 1.00 Exposure = C

A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open)

s/h = 1.00 Case A & B

Dist to sign top (h) 8.0 ft B/s = 25.00 Cf = 1.30

Height (s) 8.0 ft Lr/s = 0.00 F = qz G Cf As = 27.0 As

Width (B) 200.0 ft Kz = 0.849 As = 10.0 sfWall Return (Lr) = qz = 24.4 psf F = 270 lbsDirectionality (Kd) 0.85

Percent of open area Open reduction CaseC

to gross area 0.0% factor = 1.00 Horiz dist fromwindward edge Cf F=qzGCfAs (psf)

Case C reduction factors 0 to s 3.29 68.3 AsFactor if s/h>0.8 = 0.80 s to 2s 2.07 42.9 As

Wall return factor 2s to 3s 1.59 32.9 Asfor Cf at 0 to s = 1.00 3s to 4s 1.31 27.1 As

4s to 5s 1.23 25.5 As

5s to 10s 0.78 16.2 As>10s 0.44 16.0 As

B. Open Signs & Lattice Frameworks (openings 30% or more of gross area)

Height to centroid of Af (z) 15.0 ft Kz = 0.849Base pressure (qz) = 24.4 psf

Width (zero if round) 0.0 ft

Diameter (zero if rect) 2.0 ft D(qz)^.5 = 9.89 F = qz G Cf Af = 22.8 AfPercent of open area Î = 0.65 Solid Area: Af = 10.0 sf

to gross area 35.0% Cf = 1.1 F = 228 lbsDirectionality (Kd) 0.85

C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures

Height to centroid of Af (z) 6.0 ft Kz = 0.849

Cross-Section Square Base pressure (qz) = 25.9 psfDirectionality (Kd) 0.90 h/D = 2.07Height (h) 12.0 ftWidth (D) 5.8 ftType of Surface N/A

Square (wind along diagonal) Square (wind normal to face)Cf = 1.02 Cf = 1.32

F = qz G Cf Af = 22.4 Af F = qz G Cf Af = 29.0 Af

Af = sf Af = 207.0 sf

F = 0 lbs F = 5998 lbs

D. Trussed Towers

Height to centroid of Af (z) 15.0 ft Kz = 0.849

∈ = 0.27 Base pressure (qz) = 28.7 psf

Tower Cross Section square

Member Shape flat Diagonal wind factor = 1.2Directionality (Kd) 1.00 Round member factor = 1.000

Square (wind along tower diagonal) Square (wind normal to face)Cf = 3.24 Cf = 2.70

F = qz G Cf Af = 79.1 Af F = qz G Cf Af = 65.9 Af

Solid Area: Af = 10.0 sf Solid Area: Af = 10.0 sf

F = 791 lbs F = 659 lbs

Ultimate Wind Speed =

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NOT APPLICABLE

NOT APPLICABLE

SS = 0.175 g SMS = 0.279 g SDS = 0.186 g

S1 = 0.064 g SM1 = 0.153 g SD1 = 0.102 g

SMCC Generator PadLatitude = 33.383°N, Longitude = 112.030°W

2015 NEHRP Provisions

D (default): Stiff Soil

I or II or III

Location Reference Document

Site Class

Risk Category

Leaflet

Page 1 of 11U.S. Seismic Design Maps

9/29/2017https://earthquake.usgs.gov/designmaps/beta/us/

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13.1.4 ExemptionsThe following nonstructural components are

exempt from the requirements of this section:

1. Furniture (except storage cabinets as noted in Table 13.5-1).

2. Temporary or movable equipment.3. Architectural components in Seismic Design

Category B other than parapets supported by bearing walls or shear walls provided that the component importance factor, Ip, is equal to 1.0.

4. Mechanical and electrical components in Seismic Design Category B.

Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter

Value of SDS

Risk Category

I or II or III IV

SDS < 0.167 A A0.167 ≤ SDS < 0.33 B C0.33 ≤ SDS < 0.50 C D0.50 ≤ SDS D D

Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter

Value of SD1

Risk Category

I or II or III IV

SD1 < 0.067 A A0.067 ≤ SD1 < 0.133 B C0.133 ≤ SD1 < 0.20 C D0.20 ≤ SD1 D D

Per ASCE 7-10, Project is in Seismic Design Category B - WIND GOVERNS

SEISMIC DESIGN LOADS

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Use 10" slab

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USE 1/2" DIA x 2" EXPANSIONANCHORS (3 PER SIDE)

(SEE HILTI OUTPUT)

SMCC GENERATOR PAD

VPF 10/2017

3 anchors per side 152 * 17.3' / 3 anchors = 877 lbs

6 anchors

61000 lbs

www.hilti.us Profis Anchor 2.7.5

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

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Page:Project:Sub-Project I Pos. No.:Date:

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Specifier's comments:

1 Input dataAnchor type and diameter: Kwik Bolt TZ - CS 1/2 (2)

Effective embedment depth: hef,act = 2.000 in., hnom = 2.375 in.

Material: Carbon Steel

Evaluation Service Report: ESR-1917

Issued I Valid: 5/1/2017 | 5/1/2019

Proof: Design method ACI 318-14 / Mech.

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plate: lx x ly x t = 3.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3000 psi; h = 10.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present

edge reinforcement: none or < No. 4 bar

Geometry [in.] & Loading [lb, in.lb]

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www.hilti.us Profis Anchor 2.7.5

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

|

Page:Project:Sub-Project I Pos. No.:Date:

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2 Proof I Utilization (Governing Cases) Design values [lb] Utilization

Loading Proof Load Capacity bbbbN / bbbbV [%] Status Tension Concrete Breakout Strength 877 1712 52 / - OK

Shear Pryout Strength 1000 1844 - / 55 OK

Loading bbbbN bbbbV z z z z Utilization bbbbN,V [%] Status Combined tension and shear loads 0.512 0.542 5/3 69 OK

3 Warnings• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!4 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas

and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

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