REVIEWED BLD2022-0061+Structural_Analysis_or_Calculations+1.18.2022_10.16.35_AM+2625951REVBY I EWE D BLD2022-0061
CITY
r Charging Station
Edmonds, WA
STRUCTURAL ANALYSIS
For Electrical Equipment Anchorage and Pad
Prepared for
EVgo Services
11390 W. Olympic Blvd Suite 250
Los Angeles, CA 90064
Y
Blymyer Engineers, Inc.
1101 Marina Village Parkway, Suite 100
Alameda, CA 94501
510.521.3773
Project No. 221193
October 8, 2021
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SCE
AMERICAN SOCIUY OF CIVIL ENGINEERS
Address:
21900 Highway 99
Edmonds, Washington
98026
RECEIVED
ASCE 7 Hazards Report Jan 18 20
22 CITY OF EDMONDSDS
DEVELOPMENT SERVICES
Standard: ASCE/SEI 7-16 Elevation: 358.91 ft (NAVD 88) DEPARTMENT
Risk Category: II Latitude: 47.800751
Soil Class: D - Default (see Longitude:-122.333394
Section 11.4.3)
t i Edmcn� Alo iiixln,c � err.
L;ncr., rc; r-
r�r„� .
.I�•�� Bmn II
nwc - Knnmrm .;��
Shpre line � _ ��no0lnrnb
Ralk
I
KUIJl nn__ It eomo
Uc Lr J
' mar: � rail
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: Fri Oct 08 2021
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://asce7hazardtool.online/ Page 1 of 3 Fri Oct 08 2021
-ASCE®
AMERICAN SOCIUY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.281
Sol :
N/A
S,
0.45
TL
6
Fa
1.2
PGA:
0.545
FV
N/A
PGA M :
0.654
SMS :
1.537
FPGA
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:
Fri Oct 08 2021
Date Source:
USGS Seismic Design
Maps
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
https://asce7hazardtool.onIine/ Page 2 of 3 Fri Oct 08 2021
RECEIVED
ASCE
Jan 18 2022
CITY OFFEDMONDSDS
AMERICAN SOCIETY OF CIVIL ENGINEERS
DEVELOPMENT SERVICES
DEPARTMENT
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 -parry 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://asce7hazardtool.online/ Page 3 of 3 Fri Oct 08 2021
Blymyer Engineers, Inc.
1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
C GIUMED
P,dh•IV 2Q22
BLYMYER
E N G I N E E R S
Date 8/12/2021
By SG
Client Ev90 Job No."CITYOFEDMONDS ES
Chk Project 1200A Switchboard DEPARTMENT
Variable Name
Equation or Reference
Symbl
Value
Unit
Equipment Name
J CG (X,Y,Z)
C3 Z Y
X
h L2�
1200A Switchboard
Width between anchors
L2 21.0
in
Length of unit
L3 84.0
in
Height of unit
L4 91.5
in
Center of gravity - Y
CGy 46.0
in
Weight Empty
WE 2,131
lb
Weight Full
W 2,131
lb
Number bolts in shear
Ns 4
#
Number bolts in tension
Nt 2
#
Short period spectral response'
Sas 1.700
g
Importance factor
ASCE 7-16 § 13.1.3
Ip
1
-
Component amplification
ASCE 7-16 Tab. 13.6-1
ap
2.5
-
Response modification factor
ASCE 7-16 Tab. 13.6-1
RP
6
-
Relative height in structure
ASCE 7-16 § 13.3.1
z/h
0
-
Overstrength factor
ASCE 7-16 Tab. 13.6-1
Oo
2
-
Nominal seismic coefficient
.4 * ap * Sas * (1 + 2 * z/h) * Ip / RP
Cs.nom
0.283
-
Maximum seismic coefficient
[EQ 13.3-2] = 1.6 * Sds * I —
Cs.max
2.720
-
Minimum seismic coefficient
[EQ 13.3-3] = 0.3 * Sds * I =
Cs.min
0.510
-
Governing seismic coefficient
Cs.min > Cs.nom < Cs.max =
CS
0.510
-
Total seismic load
[EQ 13.3-1] = W * Cs=
Fp
1,087
lb
Ult seismic shear per anchor
S)° * FP / Ns =
VP'
543
lb
Ult seismic tension per anchor
° p 9y 2
W*(0.9-.2*SaS)/2)/Nt=
T "
p
2,082
lb
Height Above Ground Level
z
15
ft
Exposure Category
ASCE 7-16 § 26.7.3
-
C
-
Basic Wind speed
ASCE 7-16 § 26.5.1
V
115
mph
Velocity pressure exp. coefficient
ASCE 7-16 Tab. 29.3-1
KZ
0.85
-
Wind directionality factor
ASCE 7-16 Tab. 26.6-1
Ka
0.85
-
Topographic factor
ASCE 7-16 Fig. 26.8-1
KZt
1
-
Velocity pressure at elevation
0.00256 * KZ * Ka * KZt * VZ
qZ
24.5
psf
Guest effect factor
ASCE 7-16 § 29.5
G
0.85
-
Wind force coefficient
ASCE 7-16 Fig. 29.5
Cf
1.3
-
Wind load [ASCE § 29.51
qZ * G * Cf * L3 * L4 / 144 =
Fes,
1,443
lb
Ult wind shear per anchor
F, / Ns
Vw'
361
lb
(FW*(L4/2)/L2-0.9WE/2)/Nt=
Tw'
1,092
lb
Refer to following for anchor bolt design check
Blymyer Engineers, Inc.
'- 1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
B LY M Y E R Date 8/12/2021 Client
E N G I N E E R S By SG Chk Project 1200A Switchboard
Foundation design for: 1200A Switchboard
Dimensions:
B = 4.00 ft Foundation Width
L = 8.00 ft Foundation Length
T = 0.67 ft Foundation Thickness
TE = 1.00 ft Foundation Edge Thickness
CGy = 3.83 ft Seismic Center of Gravity
L4= 7.63 ft Equipment Height \ -----
Loads:
W, = 150xTxBxL =
WE=
W=
VW =
VP =
SLIDING:
Seismic:
Wind:
OVERTURNING:
Seismic:
Wind:
BEARING:
Seismic:
if e' > B/3
if e' <_ B/3
Q <<=
Wind:
if e' > B/3
if e' <_ B/3
Q.1=
3,216
Lb
Foundation Weight
2,131
Lb
Equipment Weight Empty
2,131
Lb
Equipment Weight Full
1,443
Lb
Ultimate Wind Force
1,087
Lb
Ultimate Seismic Force
f =
0.25
CBC min allowable coefficient of friction
p =
0
psf/ft
lateral bearing pressure
V = 0.7VP =
761
Lb
VR = (W+W,)xf + pxLxTE2/2 =
1,337
Lb
F.S. = VR/V=
1.8
>_ 1.5
O.K.
V = 0.6VW =
866
Lb
VR = (W+W,)xf + pxLxTE2/2 =
1,337
Lb
F.S. = VR/V=
1.5
>_ 1.5
O.K.
Mait = 0.7VPx(CGY+T) =
3,426
Lb-ft
MR = (W+W,)x(B/2) =
10,694
Lb-ft
F.S. = MR/Mait=
3.1
>_ 1.5
O.K.
Moit= 0.6VWx(L4/2+T) =
3,880
Lb-ft
MR= (WE+W,)x(B/2) =
10,694
Lb-ft
F.S. = MR/Wit
2.8
>_ 1.5
O.K.
Q = 1500
psf
CBC min
allowable bearing pressure
e = Moit/(W+W,) =
0.64
ft
e' = (B/2)-e =
1.36
ft
> B/3
gmax= ((W+W,)/(BxL))±(Mortx6)/(B2xL)
gmax= (W+W,)/(e'x3x0.5xL)
gmax= 328
psf
Qx1.333 = 2,000
psf
? gmax
O.K.
e = Moit/(WE+WJ = 0.73 ft
e' = (B/2)-e = 1.27 ft <_ B/3
gmax= ((WE+W,)/(BxL))±(Mo/tx6)/(B2xL)
gmax= (WE+W,)/(e'x3x0.5xL)
gmax= 350 psf
Qx1.333 = 2,000 psf ? gmax O.K.
cog5CELVE D
P 51, 11.872022
Job No. CITY OFEDMONDS
VICES
DEPARTMENT
QxL
By inspection reinforce with #5 bars @ 12" O.C., E.W.
Hilti PROFIS Engineering 3.0.71
www.hilti.com
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: 1200A Switch Sds:1.7 Wind: 115mph Date: 8/12/2021
Fastening point:
Specifier's comments:
1 Input data
Anchor type and diameter:
Item number:
Effective embedment depth:
Material:
Kwik Bolt TZ - SS 304 5/8 (3 1/8)
not available
hef,act = 3.125 in., hnom = 3.563 in.
AISI 304
Evaluation Service Report: ESR-1917
Issued I Valid: 1/1/2020 1 5/1/2021
Proof: Design Method ACI 318-14 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate : IX x ly x t = 3.000 in. x 9.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, f� = 2,500 psi; h = 8.000 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
Note: the Kwik Bolt TZ - SS 304 anchor is in the process of phase -out.
Application also possible with Kwik Bolt TZ2 - SS 304 under the selected boundary conditions.
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [Ib, in.Ib]
Y
X
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
0
RECEIVED
Hilti PROFIS Engineering 3.0.71
www.hilti.com
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: 1200A Switch Sds:1.7 Wind: 115mph Date: 8/12/2021
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
Combination 1
N = 2,082; Vx = 543; Vy = 0
Mx = 0; My = 0; Mz = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
no 43
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
3
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: 1200A Switch Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
Design
values [lb]
Utilization
Loading Proof
Load
Capacity
PN / Pv N
Status
Tension Concrete Breakout Failure
2,082
4,924
43 / -
OK
Shear Concrete edge failure in direction x+
543
6,120
- / 9
OK
Loading PN
Pv
t
Utilization PN,y N
Status
Combined tension and shear loads 0.423
0.089
5/3
26
OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
4
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: 1200A Switch Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
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.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Blymyer Engineers, Inc.
1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
C GIUMED
P,dh•IV 2Q22
BLYMYER
E N G I N E E R S
Date 8/12/2021
By SG
Client EV90 Job No."CITYOFEDMONDS ES
Chk Project Delta DC City Charger DEPARTMENT
Variable Name
Equation or Reference
Symbl
Value
Unit
Equipment Name
J CG (X,Y,Z)
C3 Z Y
X
h L2�
Delta DC City Charger
Width between anchors
L2 16.5
in
Length of unit
L3 31.5
in
Height of unit
L4 59.1
in
Center of gravity - Y
CGy 30.0
in
Weight Empty
WE 772
lb
Weight Full
W 772
lb
Number bolts in shear
Ns 4
#
Number bolts in tension
Nt 2
#
Short period spectral response'
Sas 1.700
g
Importance factor
ASCE 7-16 § 13.1.3
Ip
1
-
Component amplification
ASCE 7-16 Tab. 13.6-1
ap
2.5
-
Response modification factor
ASCE 7-16 Tab. 13.6-1
RP
6
-
Relative height in structure
ASCE 7-16 § 13.3.1
z/h
0
-
Overstrength factor
ASCE 7-16 Tab. 13.6-1
Oo
2
-
Nominal seismic coefficient
.4 * ap * Sas * (1 + 2 * z/h) * Ip / RP
Cs.nom
0.283
-
Maximum seismic coefficient
[EQ 13.3-2] = 1.6 * Sds * I —
Cs.max
2.720
-
Minimum seismic coefficient
[EQ 13.3-3] = 0.3 * Sds * I =
Cs.min
0.510
-
Governing seismic coefficient
Cs.min > Cs.nom < Cs.max =
CS
0.510
-
Total seismic load
[EQ 13.3-1] = W * Cs=
Fp
394
lb
Ult seismic shear per anchor
S)° * FP / Ns =
VP'
197
lb
Ult seismic tension per anchor
° p 9y 2
W*(0.9-.2*Sas)/2)/Nt=
T "
p
608
lb
Height Above Ground Level
z
15
ft
Exposure Category
ASCE 7-16 § 26.7.3
-
C
-
Basic Wind speed
ASCE 7-16 § 26.5.1
V
115
mph
Velocity pressure exp. coefficient
ASCE 7-16 Tab. 29.3-1
KZ
0.85
-
Wind directionality factor
ASCE 7-16 Tab. 26.6-1
Ka
0.85
-
Topographic factor
ASCE 7-16 Fig. 26.8-1
KZt
1
-
Velocity pressure at elevation
0.00256 * KZ * Ka * KZt * VZ
qZ
24.5
psf
Guest effect factor
ASCE 7-16 § 29.5
G
0.85
-
Wind force coefficient
ASCE 7-16 Fig. 29.5
Cf
1.3
-
Wind load [ASCE § 29.51
qZ * G * Cf * L3 * L4 / 144 =
Fes,
349
lb
Ult wind shear per anchor
F, / Ns
Vw'
87
lb
(FW*(L4/2)/L2-0.9WE/2)/Nt=
Tw'
139
lb
Refer to following for anchor bolt design check
'' Blymyer Engineers, Inc. CAEC drll;ED
'— 1101 Marina Village Parkway, Suite 100, Alameda, CA 94501 P 5Jar$2I1832M2
B LY M Y E R Date 8/12/2021 Client ,loll No. CITY OFEDMONDS
ICES
E N G I N E E R S By SG Chk Project Delta DC City Charger DEPARTMENT
Foundation design for: Delta DC City Charger
Dimensions:
B =
2.33
ft
Foundation Width
L =
3.00
ft
Foundation Length
T =
1.42
ft
Foundation Thickness
TE =
0.75
ft
Foundation Edge Thickness
CGy =
2.50
ft
Seismic Center of Gravity
L4=
4.93
ft
Equipment Height
Loads:
WO = l50xTxBxL =
1,489
Lb
Foundation Weight
WE =
772
Lb
Equipment Weight Empty
W =
772
Lb
Equipment Weight Full
VW =
349
Lb
Ultimate Wind Force
VP =
394
Lb
Ultimate Seismic Force
SLIDING:
f = 0.25
CBC min allowable coefficient of friction
p = 0
psf/ft
lateral bearing pressure
Seismic:
V = 0.7VP = 276
Lb
VR = (W+WO)xf + pxLxTE2/2 = 565
Lb
F.S. = VR/V= 2.1
>_ 1.5
O.K.
Wind:
V = 0.6VW = 210
Lb
VR = (W+WO)xf + pxLxTE2/2 = 565
Lb
F.S. = VR/V= 2.7
>_ 1.5
O.K.
OVERTURNING:
Seismic:
Ma/t= 0.7VPx(CGy+T) = 1,080
Lb-ft
MR = (W+WO)x(B/2) = 2,634
Lb-ft
F.S. = MR/MO/t= 2.4
>_ 1.5
O.K.
Wind:
MO/t= 0.6VWx(L4/2+T) = 814
Lb-ft
MR= (WE+WO)x(B/2) = 2,634
Lb-ft
F.S. = MR/MO/t= 3.2
>_ 1.5
O.K.
BEARING:
Q = 1500 psf
CBC min
allowable bearing pressure
Seismic:
e = MO/t/(W+WO) = 0.48
ft
e' = (B/2)-e = 0.69
ft
<_ B/3
if e' > B/3
gmax= ((W+WO)/(BxL))±(MO/tx6)/(B2xL)
if e' <_ B/3
gmax= (W+WO)/(e'x3x0.5xL)
gmax= 731 psf
Q,,=
Qx1.333 = 2,000 psf
gmax
O.K.
Wind:
e = MO/t/(WE+WO) = 0.36
ft
e' _ (B/2)-e = 0.80
ft
> B/3
if e' > B/3
gmax= ((WE+WO)/(BxL))±(MO/tx6)/(B2xL)
if e' <_ B/3
gmax= (WE+WO)/(e'x3x0.5xL)
gmax= 623 psf
Q,,=
Qx1.333 = 2,000 psf
gmax
O.K.
By inspection reinforce with #5 bars @ 12" O.C., E.W.
Hilti PROFIS Engineering 3.0.71
www.hilti.com
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta City Sds:1.7 Wind:115mph Date: 8/12/2021
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:
Kwik Bolt TZ - SS 304 1/2 (3 1/4)
not available
hef,act - 3.250 in., hnom = 3.625 in.
AISI 304
ESR-1917
1/1/2020 1 5/1/2021
Design Method ACI 318-14 / Mech
cracked concrete, 2500, f� = 2,500 psi; h = 17.000 in.
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Note: the Kwik Bolt TZ - SS 304 anchor is in the process of phase -out.
Application also possible with Kwik Bolt TZ2 - SS 304 under the selected boundary conditions.
Geometry [in.] & Loading [lb, in.lb]
r
r�0
X
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
0
RECEIVED
Hilti PROFIS Engineering 3.0.71
www.hilti.com
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta City Sds:1.7 Wind: 115mph Date: 8/12/2021
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 608; V. = 197; Vy = 0; no 24
Mx = 0; My = 0; MZ = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
3
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta City Sds:1.7 Wind:115mph
Date:
8/12/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
Design
values [lb]
Utilization
Loading Proof
Load
Capacity
PIN / Pv N
Status
Tension Concrete Breakout Failure
608
2,545
24 / -
OK
Shear Concrete edge failure in direction x+
197
2,006
410 10
OK
Loading PN
Pv
C
Utilization PN,y N
Status
Combined tension and shear loads 0.239
0.098
5/3
12
OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
4
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta City Sds:1.7 Wind:115mph
Date:
8/12/2021
Fastening point:
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.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Blymyer Engineers, Inc.
1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
C GIUMED
P,dh•IV 2Q22
BLYMYER
E N G I N E E R S
Date 8/12/2021
By SG
Client EV90 Job No."CITYOFEDMONDS ES
Chk Project Delta 350 Dispenser DEPARTMENT
Variable Name
Equation or Reference
Symbl
Value
Unit
Equipment Name
J CG (X,Y,Z)
C3 Z Y
X
h L2�
Delta 350 Dispenser
Width between anchors
L2 11.3
in
Length of unit
L3 26.0
in
Height of unit
L4 79.0
in
Center of gravity - Y
CGy 40.0
in
Weight Empty
WE 530
lb
Weight Full
W 530
lb
Number bolts in shear
Ns 4
#
Number bolts in tension
Nt 2
#
Short period spectral response'
Sas 1.700
g
Importance factor
ASCE 7-16 § 13.1.3
Ip
1
-
Component amplification
ASCE 7-16 Tab. 13.6-1
ap
2.5
-
Response modification factor
ASCE 7-16 Tab. 13.6-1
RP
6
-
Relative height in structure
ASCE 7-16 § 13.3.1
z/h
0
-
Overstrength factor
ASCE 7-16 Tab. 13.6-1
Oo
2
-
Nominal seismic coefficient
.4 * ap * Sas * (1 + 2 * z/h) * Ip / RP
Cs.nom
0.283
-
Maximum seismic coefficient
[EQ 13.3-2] = 1.6 * Sds * I —
Cs.max
2.720
-
Minimum seismic coefficient
[EQ 13.3-3] = 0.3 * Sds * I =
Cs.min
0.510
-
Governing seismic coefficient
Cs.min > Cs.nom < Cs.max =
CS
0.510
-
Total seismic load
[EQ 13.3-1] = W * Cs=
Fp
270
lb
Ult seismic shear per anchor
S)° * FP / Ns =
VP'
135
lb
Ult seismic tension per anchor
° p 9y 2
W*(0.9-.2*Sas)/2)/Nt=
T "
p
883
lb
Height Above Ground Level
z
15
ft
Exposure Category
ASCE 7-16 § 26.7.3
-
C
-
Basic Wind speed
ASCE 7-16 § 26.5.1
V
115
mph
Velocity pressure exp. coefficient
ASCE 7-16 Tab. 29.3-1
KZ
0.85
-
Wind directionality factor
ASCE 7-16 Tab. 26.6-1
Ka
0.85
-
Topographic factor
ASCE 7-16 Fig. 26.8-1
KZt
1
-
Velocity pressure at elevation
0.00256 * KZ * Ka * KZt * VZ
qZ
24.5
psf
Guest effect factor
ASCE 7-16 § 29.5
G
0.85
-
Wind force coefficient
ASCE 7-16 Fig. 29.5
Cf
1.3
-
Wind load [ASCE § 29.51
qZ * G * Cf * L3 * L4 / 144 =
Fes,
386
lb
Ult wind shear per anchor
F, / Ns
Vw'
96
lb
(FW*(L4/2)/L2-0.9WE/2)/Nt=
Tw'
555
lb
Refer to following for anchor bolt design check
Blymyer
Engineers, Inc.
CAEC drll;ED
''
'—
1101 Marina
Village Parkway, Suite 100, Alameda, CA 94501
P 5Jar$2I1832M2
Date 8/12/2021 Client
,loll No. CITY OFEDMONDS
B LY M Y E
R
ICES
E N G I N E E R
S By SG
Chk Project Delta 350 Dispenser
DEPARTMENT
Foundation design for:
Delta 350 Dispenser
Dimensions:
B =
3.25 ft
Foundation Width
L =
4.41 ft
Foundation Length
T =
1.75 ft
Foundation Thickness
v
TE =
1.00 ft
Foundation Edge Thickness
CGy =
3.33 ft
Seismic Center of Gravity
L4=
6.58 ft
Equipment Height
Loads:
T
WO = l50xTxBxL =
3,762 Lb
Foundation Weight w
WE =
530 Lb
Equipment Weight Empty
W =
530 Lb
Equipment Weight Full
j3 L
VW =
386 Lb
Ultimate Wind Force
VP =
270 Lb
Ultimate Seismic Force
SLIDING:
f = 0.25 CBC min allowable coefficient of friction
p = 0
psf/ft
lateral bearing pressure
Seismic:
V = 0.7VP = 189
Lb
VR = (W+WO)xf + pxLxTE2/2 = 1,073
Lb
F.S. = VR/V= 5.7
>_ 1.5
O.K.
Wind:
V = 0.6VW = 231
Lb
VR = (W+WO)xf + pxLxTE2/2 = 1,073
Lb
F.S. = VR/V= 4.6
>_ 1.5
O.K.
OVERTURNING:
Seismic:
MO/t = 0.7VPx(CGy+T) = 962
Lb-ft
MR = (W+WO)x(B/2) = 6,975
Lb-ft
F.S. = MR/MO/t= 7.3
>_ 1.5
O.K.
Wind:
Mo/t= 0.6VWx(L4/2+T) = 1,166
Lb-ft
MR= (WE+W,)x(B/2) = 6,975
Lb-ft
F.S. = MR/MO/t= 6.0
>_ 1.5
O.K.
BEARING:
Q = 1500 psf
CBC min
allowable bearing pressure
Seismic:
e = Mo/t/(W+WO) = 0.22
ft
e' = (B/2)-e = 1.40
ft
> B/3
If e' > B/3
gmax= ((W+W,)/(BxL))±(MO/tx6)/(B2xL)
if e' <_ B/3
gmax= (W+WO)/(e'x3x0.5xL)
gmax= 423 psf
Q,,=
Qx1.333 = 2,000 psf
gmax
O.K.
Wind:
e = MOR/(WE+WO) = 0.27
ft
e' _ (B/2)-e = 1.35
ft
> B/3
if e' > B/3
gmax= ((WE+WO)/(BxL))±(MO/tx6)/(B2xL)
if e' <_ B/3
gmax= (WE+WO)/(e'x3x0.5xL)
gmax= 450 psf
Q,,=
Qx1.333 = 2,000 psf
gmax
O.K.
By inspection reinforce with #5 bars @ 12" O.C., E.W.
Hilti PROFIS Engineering 3.0.71
www.hilti.com
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta350 Dis Sds:1.7 Wind: 115mph Date: 8/12/2021
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:
Kwik Bolt TZ - SS 304 1/2 (3 1/4)
not available
hef,act - 3.250 in., hnom = 3.625 in.
AISI 304
ESR-1917
1/1/2020 1 5/1/2021
Design Method ACI 318-14 / Mech
cracked concrete, 2500, f� = 2,500 psi; h = 21.000 in.
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Note: the Kwik Bolt TZ - SS 304 anchor is in the process of phase -out.
Application also possible with Kwik Bolt TZ2 - SS 304 under the selected boundary conditions.
Geometry [in.] & Loading [lb, in.lb]
..
X
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
0
RECEIVED
Hilti PROFIS Engineering 3.0.71
www.hilti.com
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta350 Dis Sds:1.7 Wind: 115mph Date: 8/12/2021
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
Combination 1
N = 883; Vx = 135; Vy = 0;
Mx = 0; My = 0; Mz = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
no 28
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
3
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta350 Dis Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
Design
values [lb]
Utilization
Loading Proof
Load
Capacity
PN / Pv N
Status
Tension Concrete Breakout Failure
883
3,237
28 / -
OK
Shear Steel Strength
135
4,472
- / 4
OK
Loading PN
Pv
t
Utilization PN,y N
Status
Combined tension and shear loads 0.273
0.030
5/3
12
OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
4
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta350 Dis Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
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.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Blymyer Engineers, Inc.
1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
C GIUMED
P,dh•IV 2Q22
BLYMYER
E N G I N E E R S
Date 8/12/2021
By SG
Client EV90 Job No."CITYOFEDMONDS ES
Chk Project Delta Power Cabinet DEPARTMENT
Variable Name
Equation or Reference
Symbl
Value
Unit
Equipment Name
J CG (X,Y,Z)
C3 Z Y
X
h L2�
Delta Power Cabinet
Width between anchors
L2 26.6
in
Length of unit
L3 39.3
in
Height of unit
L4 78.7
in
Center of gravity - Y
CGy 40.0
in
Weight Empty
WE 1,356
lb
Weight Full
W 1,356
lb
Number bolts in shear
Ns 4
#
Number bolts in tension
Nt 2
#
Short period spectral response'
Sas 1.700
g
Importance factor
ASCE 7-16 § 13.1.3
Ip
1
-
Component amplification
ASCE 7-16 Tab. 13.6-1
ap
2.5
-
Response modification factor
ASCE 7-16 Tab. 13.6-1
RP
6
-
Relative height in structure
ASCE 7-16 § 13.3.1
z/h
0
-
Overstrength factor
ASCE 7-16 Tab. 13.6-1
Oo
2
-
Nominal seismic coefficient
.4 * ap * Sas * (1 + 2 * z/h) * Ip / RP
Cs.nom
0.283
-
Maximum seismic coefficient
[EQ 13.3-2] = 1.6 * Sds * I —
Cs.max
2.720
-
Minimum seismic coefficient
[EQ 13.3-3] = 0.3 * Sds * I =
Cs.min
0.510
-
Governing seismic coefficient
Cs.min > Cs.nom < Cs.max =
CS
0.510
-
Total seismic load
[EQ 13.3-1] = W * Cs=
Fp
692
lb
Ult seismic shear per anchor
S)° * FP / Ns =
VP'
346
lb
Ult seismic tension per anchor
° p 9y 2
W*(0.9-.2*Sas)/2)/Nt=
T "
p
850
lb
Height Above Ground Level
z
15
ft
Exposure Category
ASCE 7-16 § 26.7.3
-
C
-
Basic Wind speed
ASCE 7-16 § 26.5.1
V
115
mph
Velocity pressure exp. coefficient
ASCE 7-16 Tab. 29.3-1
KZ
0.85
-
Wind directionality factor
ASCE 7-16 Tab. 26.6-1
Ka
0.85
-
Topographic factor
ASCE 7-16 Fig. 26.8-1
KZt
1
-
Velocity pressure at elevation
0.00256 * KZ * Ka * KZt * VZ
qZ
24.5
psf
Guest effect factor
ASCE 7-16 § 29.5
G
0.85
-
Wind force coefficient
ASCE 7-16 Fig. 29.5
Cf
1.3
-
Wind load [ASCE § 29.51
qZ * G * Cf * L3 * L4 / 144 =
Fes,
581
lb
Ult wind shear per anchor
F, / Ns
Vw'
145
lb
(FW*(L4/2)/L2-0.9WE/2)/Nt=
Tw'
124
lb
Refer to following for anchor bolt design check
'' Blymyer Engineers, Inc.
'— 1101 Marina Village Parkway, Suite 100, Alameda, CA 94501
B LY M Y E R Date 8/12/2021 Client
E N G I N E E R S By SG Chk Project Delta Power Cabinet
Foundation design for: Delta Power Cabinet
nimansionG-
B=
L=
T=
TE _
CGy =
L4 =
Loads:
W, = l50xTxBxL =
WE—
W=
VW =
VP =
SLIDING:
Seismic:
Wind:
OVERTURNING:
Seismic:
Wind:
BEARING:
Seismic:
if e' > B/3
if e' <_ B/3
Q"=
Wind:
if e' > B/3
if e' <_ B/3
Q"=
4.00
ft
Foundation Width
4.00
ft
Foundation Length
0.67
ft
Foundation Thickness
1.00
ft
Foundation Edge Thickness
3.33
ft
Seismic Center of Gravity
6.56
ft
Equipment Height —�- --- ---- -
I�
1,608
Lb
Foundation Weight
1,356
Lb
Equipment Weight Empty
1,356
Lb
Equipment Weight Full
581
Lb
Ultimate Wind Force
692
Lb
Ultimate Seismic Force
f =
0.25
CBC min allowable coefficient of friction
p =
0
psf/ft
lateral bearing pressure
V = 0.7VP =
484
Lb
VR = (W+W,)xf + pxLxTE2/2 =
741
Lb
F.S. = VR/V =
1.5
>— 1.5
O.K.
V = 0.6VW =
348
Lb
VR = (W+W,)xf + pxLxTE2/2 =
741
Lb
F.S. = VR/V =
2.1
>_ 1.5
O.K.
Man= 0.7VPx(CGY+T) =
1,938
Lb-ft
MR = (W+W,)x(B/2) =
5,928
Lb-ft
F.S. = MR/Ma/t=
3.1
>_ 1.5
O.K.
Mat= 0.6VWx(L4/2+T) =
1,376
Lb-ft
MR= (WE+W,)x(B/2) =
5,928
Lb-ft
F.S. = MR/Ma/t=
4.3
>— 1.5
O.K.
1500
psf
CBC min
allowable bearing pressure
e = Mat/(W+W,) =
0.65
ft
e' = (B/2)-e =
1.35
ft
> B/3
gmax= ((W+W(;)/(BxL))±(Mo/tx6)/(B2xL)
gmax= (W+W,)/(e'x3x0.5xL)
gmax= 367
psf
Qx1.333 = 2,000
psf
? gmax
O.K.
e = Mat/(WE+W J =
0.46
ft
e'= (B/2)-e =
1.54
ft
> B/3
gmax= ((WE+W,)/(BxL))+(Monx6)/(B2xL)
gmax= (WE+W(;)/(e'x3x0.5xL)
gmax= 314
psf
Qx1.333 = 2,000
psf
? gmax
O.K.
CORACENED
P 5Jar$2I1832M2
Job No. CITY OF EDMONDS
ICES
DEPARTMENT
QxL
By inspection reinforce with #5 bars @ 12" O.C., E.W.
Hilti PROFIS Engineering 3.0.71
www.hilti.com
RECEIVED
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta350 Cab Sds:1.7 Wind: 115mph Date: 8/12/2021
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:
Kwik Bolt TZ - SS 304 1/2 (3 1/4)
not available
hef,act - 3.250 in., hnom = 3.625 in.
AISI 304
ESR-1917
1/1/2020 1 5/1/2021
Design Method ACI 318-14 / Mech
cracked concrete, 2500, f� = 2,500 psi; h = 8.000 in.
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Note: the Kwik Bolt TZ - SS 304 anchor is in the process of phase -out.
Application also possible with Kwik Bolt TZ2 - SS 304 under the selected boundary conditions.
Geometry [in.] & Loading [lb, in.lb]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
0
RECEIVED
Hilti PROFIS Engineering 3.0.71
www.hilti.com
Jan 18 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: Delta350 Cab Sds:1.7 Wind: 115mph Date: 8/12/2021
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]
Combination 1
N = 850; Vx = 346; Vy = 0;
Mx = 0; My = 0; Mz = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
no 27
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
3
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta350 Cab Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
Design
values [lb]
Utilization
Loading Proof
Load
Capacity
PIN / Pv N
Status
Tension Concrete Breakout Failure
850
3,237
27 / -
OK
Shear Concrete edge failure in direction x+
346
3,490
410 10
OK
Loading PN
Pv
C
Utilization PN,y N
Status
Combined tension and shear loads 0.263
0.099
5/3
13
OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
RECEIVED
Jan 18 2022
Hilti PROFIS Engineering 3.0.71
CITY OFEDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
www.hilti.com
Company:
Page:
4
Address:
Specifier:
Phone I Fax:
E-Mail:
Design: Delta350 Cab Sds:1.7 Wind: 115mph
Date:
8/12/2021
Fastening point:
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.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan