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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:
|
Page:Project:Sub-Project I Pos. No.:Date:
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10/5/2017
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:
2
10/5/2017
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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