REVIEWED RESUB3 BLD2022-0769+Structural_Analysis_or_Calculations+10.19.2022_9.07.53_PM+3175028SE01705E
Hardening National 48kW
10/17/22
Rev 1
7151 Columbia Gateway Dr., Suite A
deL**%' Columbia, MD 21046
advantage engineers Phone:443.367.0003
RESUB
Structural Calculations
Oct 20 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
-1-111
Structural Design in Accordance with:
2018 International Building Code
Design Provisions: ASCE 7-16
Wood Design: National Design Specifications for Wood Construction - 2018 Edition
Steel Design: Manual of Steel Construction - 15th Edition
Masonry Design: TMS 402/602-16
Concrete: ACI 318-14
For T-Mobile Use Only:
STRUCTURAL ASSESSMENT RESULT: PASS
Definitions:
A PASS indicates the structural investigation has concluded that the modifications to the existing
structure will be structurally acceptable provided the provisions of the drawings as determined from this
investigation are followed. A FAIL indicates the structural analysis has concluded the proposed
modifications to the structure are beyond the proposed scope of the project and must be revised to meet
current structural building code standards.
. The following documentation shall be available on '
site for the building inspector:
COE APPROVED ARCHITECTURAL PLAN SET '
❑ COE APPROVED STRUCTURAL PLAN SET
; ❑ COE REVIEWED CALCULATION PACKET
! ❑ ENERGY CREDIT WORKSHEET '
; ❑ SITE PLAN ;
❑ CIVIL PLAN
■ ;
■ ❑ ■
■ ;
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
DISCLAIMER
Structural analysis for a new generator and supporting equipment.
Herewith, we are submitting our structural analysis calculations to the immediate
structural members that support the proposed (replaced) generator for the subject
project. Our calculations are based on the available structural and architectural drawings
which do not include the construction documents for the superstructure the equipment is
attached to.
Please be advised that the evaluation and recommendations made are based on
minimum design loads per current building codes without full as -built plans and without
on -site intrusive investigation and verification. With this inherent limitation, the design
and evaluation was done in accordance with generally accepted engineering principles
and practices. The engineer of record shall be notified immediately when discrepancy
occurs between the actual on -site condition and this report. We find the immediate
existing structural supports to be adequate for the proposed loads.
These calculations have been prepared using the degree of care normally exercised by
others in the profession under similar circumstances. No other warranty is expressed or
implied.
SE01705E
Hardening National 48kW
10/17/22 advantage engineers
Rev 1
Material Specifications (UNO
Concrete:
3,000 PSI at 28 days (Foundation Design based on 2,500 PSI)
Masonry/Concrete Block:
Grade S, Med. Wt. Units
Reinforcing Steel:
ASTM A615, Grade 60
Structural Steel:
Compact Sections per ASTM A992, Pipe Steel per ASTM A501,
Tube Steel per ASTM A500 and all other per ASTM A36
Lumber:
Grade Marked D.F. #2 per W.C.L.B. GRDG, Rule 17.
All Glu-laminated beams shall have minimum Fb = 2,400 PSI, Fv = 155 PSI
7151 Columbia Gateway Dr., Suite A
Columbia, MD 21046
Phone: 443.367.0003
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
Design Criteria
1) Diesel Generator
2) ATS
1)
2)
3)
1)
2)
3)
4)
5)
6)
7)
8)
Gravitv Desian Data
4,931 Ibs
39 Ibs
Wind Design Data
Ultimate Wind Velocity 98 mph
Exposure C
Assumed Bldg. Height 8.6 ft
Seismic Desian Data
Site Class
Risk Category
Importance Factor
Design Spectral Responses
Seismic Design Category
Response Modification
Amplification Factor
Analysis Procedure
1
Ss = 1.280
S 1 = 0.449
SIDS = 1.024
SD1 = 0.554
D
2.5
1
Equivalent Lateral Force Procedure
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
Wind Load Derivation
Wind Design is per ASCE 7-16 Method
Exposure Category
C
Basic Wind Speed =
98 mph
Kzt = (1 + K1 * K2 * K3 )12 (26.8.2)
Building Height (h) =
8.6 ft
Kzt = 1 for flat conditions
Building Width (B) =
3.2 ft
G, the Gust effect factor (26.9.1-26.9.7)
Building Length =
9 ft
Directionality Factor kd (26.6-1)
Kzt =
1
kd = 0.85 for all applications
G =
0.85
except, tanks, chimneys
kd =
0.9
and rooftop towers
kz =
0.9
Square 0.9
q =
16.9 psf
Hexagonal or Round 0.95
q (ASD) =
10.6 psf
Velocity Pressure Exposure Coefficient kz (27.3.1)
Velocity Pressure q = kzt*kd*kz*V^2
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
Wind Load Derivation
Wind Design is per ASCE 7-16 Method
DESIGN WIND LOAD FOR FREE-STANDING WALLS AND SIGNS
note: Signs attached to buildings shall be in accordance with CH 30.
P = qz*Cf
s
Wind Pressure on Generator
h = 7.7 ft
B = 8.6 ft h
B/h = 1.1
P = 26 psf
P (ASD) = 16 psf
Wind Force on Generator = h * B * P (ASD) = 1,086 Ibs
Wind Pressure on ATS
h= 3ft
B = 2 ft
B/h = 0.67
P = 27.9 psf
P (ASD) = 17.5 psf
Wind Force on ATS = h *B * P (ASD) = 105 Ibs
Note: Use (2) 2'-0" long P-1000 unistruts at each side of the ATS attached to equipment shelter wall
using (4) 3/8" lag screws into wood studs, (2) screws per side
SE01705E
7151 Columbia Gateway Dr., Suite A
Hardening National 48kW
Columbia, MD 21046
10/17/2022
advantage engineers
Phone:443.367.0003
Rev 1
Seismic Loading Derivation
Soil Site Class D (assumed)
Latitude: 47.783125
Longitude:-122.366983
Wall Type (light frame, other) other
Lateral Resisting system A-ZZ) A.9
Notes: Per USGS, Assume structural components in site class D (conservative)
Risk Category = II
Importance Factor = 1
Ss = 1.280
S1 = 0.449
Ta = Ct*hn^x where Inn is the height in
feet
above the base to the highest level of the
Sds= 1.024
Sd1 = 0.554 structure
Ct = 0.02
Structure Ct
x
x = 0.75
Stl Moment Frames 0.03
0.80
hn = 8.6
Conc. Moment Frames 0.02
0.90
Eccentric Braced Frames 0.03
0.75
All other Struct. Systems 0.02
0.75
Cs final = 0.41
Cs_min = 0.00
Cs max = 2.21
Cs min = 0.05 Cs = 0.41
Ta = 0.10
R = 2.5
Out of Plane Anchorage Force 0.41 Wp
0 = 2
Collector Element Force 1.64 Wp
Cd = 1.75
Steel Collector Element Force 2.29 Wp
Seismic Design Category D
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
No Address at This
Location
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 354.9 ft (NAVD 88)
Risk Category: II Latitude: 47.783125
Soil Class: D - Default (see Longitude:-122.366983
Section 11.4.3)
/
\
E dmonda
S��reAn•
-
Keiini..ie BM^!I� �•• ��J
f e1
Vat
I
1\\1keew+W
kil Aland
I
l�r
Are
Wind
Results:
Wind Speed
98 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon May 23 2022
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/ Page 1 of 3 Mon May 23 2022
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss
1.28
Sp,
N/A
S,
0.449
T L
6
Fa
1.2
PGA:
0.543
Fv
N/A
PGA M :
0.651
S Ms
1.536
F PGA
1.2
SM,
N/A
le
1
SIDS
1.024
Cv
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon May 23 2022
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Mon May 23 2022
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https:Hasce7hazardtool.online/ Page 3 of 3 Mon May 23 2022
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
Non -Structural Anchorage Calculator for Diesel Generator
Site Conditions Sds = 1.024
Unit Constraints
Component System (Al - B)
ap = 1
Rp = 2.5
Unit Geometry
Total Height of Structure (h) _
Height of Unit (z) _
Center Mass of Unit (d) _
Least Horizontal Dimension (b) _
Unit Weight (W) _
Fp = 0.4aPS,,'WP(1+2z/h) _
(Rp/lp)
Fp_max = 8,079
Fp_min = 1,515
Overturning Moment (Mo)
Resisting Moment (Mr) _
A7
Tables 13.5-1, 13.6-1
Pullout at Anchorage =
Worst Case Vertical Load =
Seismic governs over wind with
Pullout per anchor
Shear per anchor
Ip = 1
8.6 ft
8 ft
4.25 ft, moment arm
3.2 ft, for overturning resistance
4,931 Ibs
2,311 Load Combinations
(1 + 0.2Sds)D +/- E
(0.9 - 0.2Sds)D +/- E
1.2D + 1.OW
9,822 Ibs-ft
vs. 4358.753 Ibs-ft
5,485lbs-ft
Low vs. 9,468lbs-ft
9,505lbs-ft
High
1,355lbs
vs.-1,596lbs
6,040 Ibs
vs. 4,321 Ibs
2,311
> 1,0261bs
678lbs
vs.-798lbs
578 Ibs
256 Ibs
5/8 in diameter x 3 1/4 in embedment expansion anchor each corner
Hilti PROMS Engineering 3.0.77
www.hilti.com
Company:
Page: 1
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: SE01705E
Date: 5/23/2022
Fastening point:
Specifier's comments:
1 Input data
Anchor type and diameter:
Item number:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [lb, in.lb]
Kwik Bolt TZ2 - SS 304 5/8 (2 3/4) hnoml
2210277 KB-TZ2 5/8x4 1/4 SS304
hef,act = 2.750 in., hnom = 3.250 in.
AISI 304
ESR-4266
12/17/2021 1 12/1/2023
Design Method ACI 318-14 / Mech
T INS �--r
a
cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in.
automatic cleaned drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: > No. 4 bar
Tension load: yes (17.2.3.4.3 (b))
Shear load: yes (17.2.3.5.3 (c))
Y
X
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
W,
G
\ NO
ii
Hilti PROMS Engineering 3.0.77
www.hilti.com
Company:
Page: 2
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: SE01705E
Date: 5/23/2022
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.Ib] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 678; Vx = 578; Vy = 0; yes 30
Mx=0;My=0;Mz=0;
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force
1 678 578 578 0
max. concrete compressive strain: [%o]
max. concrete compressive stress: [psi]
resulting tension force in (x/y)=(0.000/0.000): 0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
3 Tension load
Load Nua [lb] Capacity � N„ [lb] Utilization PN = N A N Status
Steel Strength* 678 14,132 5 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Failure** 678 2.334 30 OK
* highest loaded anchor **anchor group (anchors in tension)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Hilti PROFIS Engineering 3.0.77
www.hilti.com
Company:
Address:
Phone I Fax:
Design:
SE01705E
Fastening point:
3.1 Steel Strength
Nsa = ESR value
refer to ICC-ES ESR-4266
� Nsa > Nua
ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.)
futa [Psi]
0.16
114,604
Calculations
Nsa [lb]
18,843
Results
Nsa [lb]
0 steel Onondudile
18,843
0.750 1.000
3.2 Concrete Breakout Failure
ANc
Ncb = ( `ANcO) w ed,N Wc,N Wcp,N Nb
Ncb >! Nua
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
2
ANco = 9 hef
WedN=0.7+0.3(alMhn) <1.0
.5hef
W cp,N = MAX(ca=min 1.5hef) < 1.0
�Craac lac
1.
Nb = kc "a yfc hefs
Variables
0 Nsa [lb]
14,132
Page:
Specifier:
E-Mail:
Date:
ua [lb]
678
ACI 318-14 Eq. (17.4.2.1a)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
hef [In.]
ca.min [In.]
W c,N
cac [In.]
kc
2.750
6.000
1.000
10.000
21
Calculations
ANc [in.']
ANco [in.2]
W ed,N
Wcp,N
Nb [lb]
68.06
68.06
1.000
1.000
4,788
Results
Ncb [lb]
0 concrete
Oseismic
Onondudile
Ncb [Ib]
4,788
0.650
0.750
1.000
2,334
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
ka
1.000
ua [lb]
678
fc [psi]
2,500
3
5/23/2022
3
Hilti PROFIS Engineering 3.0.77
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Company:
Page: 4
Address:
Specifier:
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E-Mail:
Design: SEW 705E
Date: 5/23/2022
Fastening point:
4 Shear load
Load Vua [lb]
Steel Strength* 578
Steel failure (with lever arm)* N/A
Pryout Strength** 578
Concrete edge failure in direction x+** 578
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to [CC -ES ESR-4266
� Vsteel >— Vua ACI 318-14 Table 17.3.1.1
Variables
b
' `se,y [in.21
f"ta [psi]
a'V,seis
0.16
114,604
1.000
Calculations
Vsa eg [lb]
12,360
Results
Vsaeg [lb]
0 steel
Ononductile Vsaeg [lb]
12,360
0.650
1.000 8,034
Capacity 41 Va [lb] Utilization P„ = Vua/$ V„ Status
8,034
8
OK
N/A
N/A
N/A
6,704
9
OK
2,501
24
OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Vua [lb]
578
4
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Address:
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Design: SE01705E
Cnnii.n�ni. n�,ni•
4.2 Pryout Strength
'4Nc 1
—kcp [(ANcO� W ed,N Wc,N Wcp,N Nb J
,AVcp
w Vcp > Vua
ANc see ACI 318-14, Section 17.4.2.1, Fig.
R 17.4.2.1(b)
2
ANcO = 9 hef
W ed,N = 0.7 + 0.3 Ca,min 1 < 1.0
1.5hef
W cp,N = MAX(Ca—min 1.5hef) < 1.0
�Cac Cac
1.
Ny = kc a, A, hef5
a
Variables
kcp hef [in.]
Ca,min [in.]
2 2.750
6.000
ca, [in.] kc
2' a
10.000 21
1.000
Calculations
ANc [in .2] ANcO [in .2]
W ed,N
68.06 68.06
1.000
Results
Vpp [lb] concrete
seismic
9,577 0.700
1.000
Page:
Specifier:
E-Mail:
Date:
ACI 318-14 Eq. (17.5.3.1a)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
yl c,N
f� [psi]
2,500
Wcp.N
Nb [lb]
1.000
4,788
�nonductile
Vcp [lb] Vua [II
1.000
6,704 578
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
5/23/2022
5
Hilti PROMS Engineering 3.0.77
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Company:
Address:
Phone I Fax:
Design:
SE01705E
Fastening point:
4.3 Concrete edge
failure in direction x+
AVc
Vcb — (AV.)
W ed,V Wc,V Wh,V wparallel,V Vb
Vcb ? Vua
Avc see ACI 318-14,
Section 17.5.2.1, Fig. R 17.5.2.1(b)
2
Avco = 4.5 Cal
Wedv =0.7+0.3(1
.2 <1.0
1.5ca1
_
W h,V — h
a
> 1.0
Vb 7
1.5
Ada a "c Cal
d a
Variables
Cal [in.]
cat [in.]
W c,v
4.000
6.000
1.200
a
da [in.]
fc [psi]
1.000
0.625
2,500
Calculations
Avc [in.2]
Av. [in.2]
W ed,V
72.00
72.00
1.000
Results
Vcb [I b]
concrete
seismic
3,572
0.700
1.000
Page:
Specifier:
E-Mail:
Date:
ACI 318-14 Eq. (17.5.2.1a)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.5.2.1c)
ACI 318-14 Eq. (17.5.2.6b)
ACI 318-14 Eq. (17.5.2.8)
ACI 318-14 Eq. (17.5.2.2a)
ha [in.] le [in.]
6.000 2.750
W parallel,V
1.000
Wh,v
Vb [lb]
1.000
2,977
�nonductile
Vcb [lb] Vua [I b]
1.000
2.501 578
5 Combined tension and shear loads
RN Rv Utilization (3N,V [%] Status
r� 0.290 0.231 5/3 22 OK
RNV = RN + Rv <= 1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
5/23/2022
6
Hilti PROMS Engineering 3.0.77
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Company:
Page: 7
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: SE01705E
Date: 5/23/2022
Fastening point:
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by cuo.
• Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-14, Section 17.8.1.
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Hilti PROMS Engineering 3.0.77
www.hilti.com
Company:
Page: 8
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: SE01705E
Date: 5/23/2022
Fastening point:
7 Installation data
Profile: -
Hole diameter in the fixture: -
Plate thickness (input): -
Drilling method: SafeSet - automatic cleaning
Cleaning: Automatically performed while drilling
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (2
3/4) hnom1
Item number: 2210277 KB-TZ2 5/8x4 1/4 SS304
Maximum installation torque: 722 in.lb
Hole diameter in the base material: 0.625 in.
Hole depth in the base material: 3.750 in.
Minimum thickness of the base material: 5.000 in.
Hilti KB-TZ2 stud anchor with 3.25 in embedment, 5/8 (2 3/4) hnom1, Stainless steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning
• Suitable Rotary Hammer
• Properly sized drill bit for SAFEset -
automatic cleaning (TE-CD / TE-YD)
• Vacuum cleaner
Coordinates Anchor in.
Anchor x y C-x
1 0.000 0.000 6.000
• No accessory required
c,x c-y c•y
6.000 6.000 6.000
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Setting
• Torque controlled cordless impact tool
• Torque wrench
• Hammer
0
Hilti PROMS Engineering 3.0.77
www.hilti.com
Company:
Page: 9
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: SE01705E
Date: 5/23/2022
Fastening point:
8 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.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1
Non -Structural Anchorage Calculator into Shelter Wall
Site Conditions Sds = 1.024
Unit Constraints
Component System (Al - B)
ap = 1
Rp = 2.5
Unit Geometry
Total Height of Structure (h) _
Height of Unit (z) =
Center Mass of Unit (d) _
Least Horizontal Dimension (b) _
Unit Weight (W) =
Fp = 0.4aps,,,WR(1+2z/h) =
(RP/IP)
A7
Tables 13.5-1, 13.6-1
Fp_max = 64
Fp_min = 12
Overturning Moment (Mo) _
Resisting Moment (Mr) _
Pullout at Anchorage =
Worst Case Vertical Load =
Seismic governs over wind with
Pullout
Shear
Ip = 1
7 ft
3 ft
1.5 ft, moment arm
2 ft, for overturning resistance
39 Ibs
12
Load Combinations
(1 + 0.2Sds)D +/- E
(0.9 - 0.2Sds)D +/- E
1.2D + 1.OW
18 Ibs-ft
vs. 0 Ibs-ft
47 Ibs-ft
9lbs
vs. -23lbs
23 Ibs
12
> 0 Ibs
9 Ibs
vs. 0 Ibs
51 Ibs
0 Ibs
3/8 in diameter x 1.5" long lag screws
ATS located inside equipment shelter - NO wind forces
,I�
acivantctge engineers
Advantage Engineers, LLC
7151 Columbia Gateway Dr, Suite A
Columbia, MD 21046
Diameter, D
Screw Length, L
Thread Length, T
Tapered Tip Length, E
Threaded Penetration, p
Main Member Thickness
Specific Gravity, G
Side Member Thickness
3/8
in
in
in Table L2
in Table L2
in
in 2x4
Assumed Hem -Fir
in ASTM A36 Plate
1.5
1.25
0.2188
1.0313
3.5
0.43
0.120
Wet Service Factor, CM
Temperature Factor, Ct
Group Anchor Factor, Cg
Geometry Factor, Co
End Grain Factor, Ceg
Diaphragm Factor, Cd;
Toe -Nail Factor, Ctn
Conversion Factor, KF
Resistance Factor, (�
Time Effect Factor, A
1
Table 11.3.3
Table 11.3.4
Equation 11.3-1
Section 12.5.1
Section 12.5.2
Section 12.5.3
Section 12.5.4
Table 11.3.1
Table 11.3.1
Table N.3.3
1
1
1
1
1
1
3.32
0.65
1
LRFD FACTORS ONLY
Structural Analysis
for T-Mobile
SE01705E
Hardening National
Date: 05/23/2022
Prepared by: NAL
Job Number: P-029949
Lateral Loads Z'=Z*CM*Ct*Cg*Co*Ceg*Cd;*Ct„*KF*c�*A
Lateral Design Value, Zl
Lateral Design Value, ZI I
Penetraction Factor, p/8D
Adjusted Lateral Design, Z'1
Adjusted Lateral Design, Z'I I
Withdrawal Loads
120 Ibf
160 Ibf
0.34375
89.02 Ibf
118.69 Ibf
Table 12K
Table 12K
W'=W*CM*Ct*Ce9*C,*KF*(0*A
Withdrawal Design Value, W 243 Ibf/in Table 12.2A
Adjusted Withdrawal, W'p 540.78 Ibf
Lateral Usage
57.3%
Withdrawal Usage
0.0%
Combined Usage
57.3%
SE01705E 7151 Columbia Gateway Dr., Suite A
Hardening National 48kW Z.�Columbia, MD 21046
10/17/22 advantage engineers Phone:443.367.0003
Rev 1 '177
Slab on Grade Footing Design
TP
0 CL
M
Does the slab have a Turndown?
Y Y or N
Turndown Depth
24 in
Turndown Width
12 in
Slab Thickness
6 in
PaW (longer dimension)
9 ft
PaL (shorter dimension)
4 ft
Moment from W or S
9,822 Ibs-ft
Dead Load On Slab
4,931 Ibs
Pad Weight
9,300 Ibs
Total Load
14,231 Ibs
Eccentricity = M/P =
0.69
Bearing Pressure (Minimum is
0 if it matches Maximum)
Maximum Bearing Pressure
805
Minimum Bearing Pressure
805
Outside Middle Third Check
Resisting Moment
28,462
Net Moment -9,838
Slab Reinforcing Design
OK
OK
Td W �1" PaL
PaL = Pad Length P = Gravity Load
PaW = Pad Width M = Moment
TdW =Tumdown Width
TdD = Tumdown Depth
Bearing Pressure =
Lateral Bearing =
Coefficient of Friction =
Seismic OR Wind (S/W) _
Lateral Bearing =
Sliding Resistance =
Factored Loads
OK Moment
Resisting Moment
Total Load
Reinforcing Required = 0.10 #4 at 12" OC
6 inch thick X 9 ft wide X 4
ft long concrete slab with #4 at 12" OC
24 in deep X 12 in wide
TURNDOWN FOOTINGS REQUIRED
Skin Friction =
Skin Friction (MAX) _
Bearing Capacity =
Total for Bearing =
Total for Uplift =
1,500 psf
150 psf/f
0.1
S
120 psf/f
130 psf
9,822
25,616
12,808
1,941 Ibs
6,193 Ibs
13,500 Ibs
15,441 Ibs
1,941 Ibs