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STRUCTURAL CALCULATIONS
For
10TH FLOOR UPS SUPPORT AND ANCHORAGE
At
4000 MACARTHUR BOULEVARD
IRVINE, CA
July 16, 2021
MBC PROJECT NO. 221-078
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B5 SECOND STREET' SUITE 5131 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.546.0431 • FAX: 41 5.862.7257
STRUCTURAL CALCULATIONS
SUBJECT: 4000 MACARTHUR BLVD., IRVINE, CA
JOB NO: 221-078
BY: ZCK
DATE: JULY 1G, 2021
The following calculations are for the anchorage design of new UPS equipment that will be mounted
to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA.
Contents
Anchorage Design
page
2-10
The structural calculations have been carried out in accordance with the California Building Code,
2019 Edition.
B5 SECOND STREET • SHITE 501 • SAN FRANCISCO, CA 941135 • TEL: 41 5.546.0431 • FAX: 41 5.862.7257
6
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MURPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
85 SECOND STREET, SUITE 501 - SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 - FAX: (415) 882-7257
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CAUFORNIA
4000 MacArthur Blvd, Newport Beach, CA 92660, USA
Latitude, Longitude: 33.6603444, -117.8617749
Redstone v �a
One Uptown Newport® `ee
,00
Pacific Communities
Builder®
Taco Bell
Equinox Newport BeachQ
®Google Irvine Building 1
Go '
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Map data 02021 Google
Date
7/8/2021, 10:51:49 AM
Design
Code Reference Document ASCE7-16
Risk Category
II
Site Class
D - Default (See Section 11.4.3)
Type
Value
Description
Ss
1.291
MCER ground motion. (for 0.2 second period)
S1
0.461
MCER ground motion. (for 1.Os period)
SMs
1.549
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8 Site -modified spectral acceleration value
SDS
1.032
Numeric seismic design value at 0.2 second SA
SW
null -See Section 11 Aa Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8 Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11 A.8 Site amplification factor at 1.0 second
PGA
0.552
MCEr, peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.662
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
1.291
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.395
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SSD
2.481
Factored detenninisfic acceleration value. (0.2 second)
S1RT
0.461
Probabilistic risk -targeted ground motion. (1.0 second)
S1UH
0.496
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
0.82
Factored deterministic acceleration value. (1.0 second)
PGAd
1.014
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.925
Mapped value of the risk coefficient at shod periods '..
CR1
0.928
Mapped value of the risk coefficient at a period of 1 s..
Hilti PROMS Engineering 3.0.70
www.hilti.com
Company:
Page: 1
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date: 7/8/2021
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:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [lb, it lb]
HIT-HY 200 + HAS -V-36 (ASTM F1664 Gr.36) 1/2
2198021 HAS-V-361/2'x4-1/2"(element)/2022793
HIT-HY 200-R (adhesive)
hecopr = 2.750 in. (haf,iimi, = 2.750 in.)
ASTM A 1554 Grade 36
ESR -3187
4/1/2020 13/112022
Design Method ACI 318-14 / Chem
cracked lightweight concrete, 3000, fc' = 3,000 psi; h = 4.000 in., Temp. short/long: 32/32 °F
hammer drilled hole, Installation condition: Dry
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
i Design loads 4
cl
Sustained loads
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROMS Engineering( c)2003-2021 H!Iti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hill AG Schaan
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1
Hilti PROMS Engineering 3.0.70
w .hilti.com
Company:
Page: 2
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date: 7/8/2021
Fastening point:
1.1 Design results
Case
Combination 1
Forces [lb] /Moments [in.lb]
N = 900; Vx = 450; Vy = 0;
Mx = 0; My = 0; Me = 0;
Nsus ` 0; M, = 0; My.sus = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibility!
P ROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schean HIII is a registered Trademark of Hilti AG, Schaan
Seismic Max. Util. Anchor
yes 83
NE1, W1
Hilti PRIORS Engineering 3.0.70
www.hilti.com
Company:
Page:
3
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date:
7/8/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
Design values [lb]
Utilization
Loading Proof
Load
Capacity
PN / Pv [°/a]
Status
Tension Bond Strength
900
1,084
83/-
OK
Shear Steel Strength
450
1,927
-/24
OK
Loading Pru
OV
It
Utilization YN,V [%]
Status
Combined tension and shear loads 0.830
0.234
5/3
83
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]
PROFIS Engineering(c)2003-2021 Hilt! AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan
K
Hilti PROFIS Engineering 3.0.70
www.hilti.com
Company: Page: 4
Address: Specifier:
Phone I Fax: E -Mail:
Design: Concrete - Jul 8, 2021 Date: 7/8/2021
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.
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or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for conformity with the exist!ng conditions and for plausibility!
PROFIS Engineering (c) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
MURPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
•85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 • FAX: (415) 882-7257
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MURPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
•85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 • FAX: (415) 882-7257
•
0
0
Page No.:
Project:
Project No.:
Date:
Of.
By:
61/4 in. TOTAL SLAB DEPTH
Light Weight Concrete
e 2 Hour Fire Rating
Maximum Unshored Clear Span (ft -in.)
Deck Number of Deck Spans
Gage 1 2 3
22 101-0" 10'-7" 10'-7"
21 10'-10" 11'-8" 12'-1"
20 11'-7" 12'-4" 12'-9"
19 12'-1" 13'-8" 14'-1"
18 12'-5" 14'_10" 14'-7"
16 13'-1" 16'-4" 15'-4"
Shoring is required for spans greater than those
shown above. See Footnote 1 on page 69 for
required bearing.
Allowable Superimposed Loads (psf)
Concrete Properties
Density Uniform Weight Uniform Volume Compressive
(pcf) (psf) (yd3/100 ft2) Strength, f'c (psi)
110 43.5 1.466 3000
Notes:
1. Volumes and weights do not include allowance for deflection.
2. Weights are for concrete only and do not include weight of steel deck.
3. Total slab depth is nominal depth from top of concrete to bottom of steel deck.
Deck
Number of
Span (ft -in.)
Gage
Deck Spans
8'.0"
8'-6"
9'-0"
9'-6"
10'-0"
10'-6"
11'-0"
11'4"
12'.0"
12'-6"
13-0"
13'-6"
14'-0"
15'-0"
16'4"
22
1
317
287
261
238
219
160
145
132
120
109
100
91
83
70
58�
22
2
317
287
261
238
219
202
145
132
120
109
100
91
83
70
58
20
3
317
287
261
238
- 219
202
145
132
120
109
100
91
83
70
58
36/3
1
342
309
281
257
236
218
160
145
133.
121
111
101
93
78
66
21
2
342
309
281
257
236
218
201
187
133
121
111
101
93
78
66
18
3
342
309
281
257
236
218
201
187
174
121
111
101
93
78
66
16
1
366
330
300
275
252
232
215
200
144
132
121
111
102
86
73
20
2
366
330
300
275
252
232
215
200
186
132
121
111
102
86
73
21
3
366
330
300
275
252
232
215
200
186
174
121
111
102
86
73
20
1
400
373
339
310
285
263
243
226
210 1
154
142
131
120
103
88
19
2
400
373
339
310
285
263
243
226
210
196
184173
120
103
88
19
3
400
373
339
310
285
263
243
226
210
196
184
173
163
103
88
18
1
400
400
375
343
315
290
269
250
232 1
175
161
149
137
118
102
18
2
400
400
375
343
315
290
269
250
232
217
203
191180
1722
118
102
See footnotes on page 69.
3
400
400
375
343
315
290
269
250
232
217
203
191
180
118
102
1
400
400
400
400
375
346
320
297
277
259
242
1 185
171
148
128
16
2
400
400
400
400
375
346
320
297
277
259
242
228
214
186
153
3
400
400
400
400
375
346
320
297
277
259
242
228
214
186
128
See footnotes on page 69.
Shoring required m shaded areas to right of heavy line.
Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors,
F (in./lb.
x 106)
Attachment Deck
Span (ft -in.)
Pattern Gage
8'.0"
8'-6"
9'-0"
9'-6"
10'-0"
10'-6"
11'-0"
11'-6"
12'.0"
12'-6"
13-0"
13'-6"
14'-0"
15'-0"
16'-0"
22
q
1676
1664
1653
1644
1635
1628
1621
1614
1608
1603
1598
1593
1589
1581
1574
21
q
1676
1663
1651
1640
1631
1622
1614
1607
1601
1595
1589
1584
1579
1571
1563
20
q
1678
1664
1651
1639
1629
1620
1611
1604
1597
1590
1584
1578
1573
1564
1556
36/3
19
q
1689
1672
1657
1644
1632
1621
1611
1602
1594
1586
1579
1572
1566
1555
1546
18
q
1705
1686
1669
1653
1640
1627
1616
1606
1596
1588
1580
1572
1565
1553
1542
16
q
1749
1725
1704
1685
1668
1652
1638
1625
1613
1603
1593
1583
1575
1559
1546
22
q
1778
1756
1737
1719
1703
1689
1676
1664
1653
1643
1634
1625
1617
1603
1590
21
q
1799
1775
1753
1734
1716
1700
1686
1673
1661
1650
1640
1630
1621
1606
1592
20
q
1821
1794
1771
1750
1731
1713
1698
1684
1670
1658
1647
1637
1627
1610
1595
36/4
19
q
1872
1841
1813
1788
1766
1746
1728
1711
1696
1682
1669
1657
1645
1625
1608
18
q
1925
1889
1858
1830
1805
1782
1761
1742
1724
1708
1694
1680
1667
1644
1624
16
q
2044
2000
1960
1925
1894
1865
1839
1815
1793
1773
1755
1738
1722
1693
1668
See footnotes on page 69.
www.vercodeck.com
VERCQ DECKING,
INC.
VF5 n
77
STRUCTURAL CALCULATIONS
For
10T13 FLOOR UPS SUPPORT AND ANCHORAGE
At m4,;,OR
4000 MACARTHUR BOULEVARD I SEP 0 '), 2021
IRVINE, CA
July 96, 2029
MBC PROJECT NO. 221-078
85 SECOND STREET • SUITE 501 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.545.0431 • FAX: 41 5.882.7257
STRUCTURAL CALCULATIONS
SUBJECT: 4000 MACART14UR BLVD., IRVINE, CA
JOB NO: 221-078
BY: ZCK
DATE: JULY 16,2021
The following calculations are for the anchorage design of new UPS equipment that will be mounted
to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA.
Contents page
Anchorage Design 2-10
The structural calculations have been carried out in accordance with the California Building Code,
2019 Edition.
85 SECOND STREET • SUITE 501 • SAN FRANCISCO, CA 941 05 • TEL: 41 5.546.0431 • FAx: 41 5.992.7257
0
MURPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
85 SECOND STREET, SUITE 501 - SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 - FAX: (415) 882-7257
41,00 mqc .ger l/D , ��✓�. c q
/O r4av" TI
�13AoV6
Ca4Y�e✓. TAr� s�131 = 53"
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Page No.:
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Project No.:
Date:
-79"
Of
Bv:
I
39"
C.2+0,ZS��D_k- _= jl.Z+o.i(1z��165a_t5bob = 7g2jis ---
L
(�•�'0.%4fl)� �(� = CO•�i-0.2GASL�]1b5� -SbUI` = —1 }U�Llb
_0 5 A gR2,1a� 9N7
-- Ohl S� vPll� 3 Tu-
/0g,400'4� j- )ST 4/3�' 4SD
i0
OSH PD
4000 MacArthur Blvd, Newport Beach, CA 92660, USA
Latitude, Longitude: 33.6603444, -117.8617749
Redstone v �a
®One Uptown Newport`oe
10
aF
Pacific Communities
Builder
Taco Bell
Equinox Newport Beach Q
Google Irvine Building 1
GO('gle Map data 02021 Google
Date 7/8/2021, 10:51:49 AM -
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type
Value
Description
Ss
1.291
MCER ground motion. (for 0.2 second period)
S1
0.461
NICER ground motion. (for 1.0s period)
SMS
1.649
Site -modified spectral acceleration value
Sul
null -See Section 11.4.8
Site -modified spectral acceleration value
SIDS
1.032
Numeric seismic design value at 0.2 second SA
SW
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.552
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.662
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
1.291
Probabilistic risk -targeted ground motion. (0.2 second) -
SsUH
1.395
Factored uniform -hazard (2% probability of exceedence in 50 years) spectral acceleration I,
SsD
2.481
Factored deterministic acceleration value. (0.2 second) !,
S1RT
0.461
Probabilistic risk -targeted ground motion. (1.0 second)'i
S1UH
0.496
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SlD
0.82
Factored deterministic acceleration value. (1.0 second)
PGAd
1.014
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.925
Mapped value of the risk coefficient at short periods
CR1
0.928
Mapped value of the risk coefficient at a period of 1 s
Hilti PROFIS Engineering 3.0.70
www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: E -Mail:
Design: Concrete - Jul 8, 2021 Date: 7/8/2021
Fastening point:
Specifier's comments:
1 Input data
Anchor type and diameter:
HIT-HY 200 + HAS -V-36 (ASTM F1554 Gr.36) 1/2 --
Item number:
2190021 HAS -V-36 1/2"x4-1/2" (element) 12022793
HIT-HY 200-R (adhesive)
Effective embedment depth:
haf,ep, = 2.750 in. (h,i mit = 2.750 in.)
Material:
ASTM A 1554 Grade 36
Evaluation Service Report:
ESR -3187
Issued I Valid:
4/1/2020 13/112022
Proof:
Design Method ACI 318-14 / Chem
Stand-off installation:
Profile:
Base material:
cracked lightweight concrete, 3000, fo = 3,000 psi; It = 4.000 in., Temp. short/long: 32/32 "F
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
Seismic loads (cat. C, D, E, or F)
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
Geometry [in.] & Loading [lb, in.lb]
U Design loads 4
C
? Sustained loads
Y
y
x
Input data and results must be checked for conform!ty with the existing conditions and for plausibility!
PROFIS Engineering( c)2003-2021 HilF AG, FL -9494 Schell Hilti is a registered Trademark of Hllg AG, Schaan
1
Hilt! PROFIS Engineering 3.0.70
www.hilti.com
Company:
Page: 2
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date: 7/8/2021
Fastening point:
1.1 Design results
Case
Combination 1
Forces [Ib] / Moments [iri
N = 900; Vx = 450; VY = 0;
Mx=0;My=0;M�=O;
Nix. = 0; Mx..u. = 0; M".u. = 0;
Input data and results must be checked for conformity with the existing conditions and for plausibilityl
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Seismic Max. Util. Anchor [%]
yes 83
Hilt! PROMS Engineering 3.0.70
www.hilti.com
Company:
Page:
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date:
Fastening point:
OK
2 Proof I Utilization (Governing Cases)
3
7/8/2021
Loading
Proof
Design values [lb]
Load Capacity
Utilization
pre / pv [%]
Status
Tension
Bond Strength
900 1,084
83/-
OK
Shear
Steel Strength
450 1,927
-124
OK
Loading
pH pv S
Utilization P,,v [%]
Status
Combined tension and shear loads
0.830 0.234 5/3
83
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!
PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Hilti PROFIS Engineering 3.0.70
www.hilti.com
Company:
Page: q
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Concrete - Jul 8, 2021
Date: 7/8/2021
Fastening point:
4 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hill products and are based on the principles, formulas and
security regulations in accordance with Hill 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 Hilt! 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 Hilt! 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 Hill Website. Hilt! 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)2003-2021 Hilt! AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan
0
MURPHY BURR CURRY, INC. Page No.: Of:
CONSULTING STRUCTURAL ENGINEERS Project:
•85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105 Project No.:
PHONE: (415) 546-0431 • FAX: (415) 882-7257 Date: By:
t .
P!>aV�P'c z"4 Eox 7 ANu,+o� �z r izOAA
Ll
�CODQOi.�AT� a.4 yatll- ,,/ iEGsJ�t�w�f..,r 8yyc, RE6tli1'S,
SLAPS �G _ I
LAgp
-- - —
• —__-DL_: SGA-- `F>-f� --
pvP77-I-,4 la /4
--
-- —L
17
On
Tr�13= I13" T -
M� LO+ --70)(H ?S' (33,1-7> _ 191.3
i I
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i
Notf;1' GIJ�UL CNSC1� A6S�.w�f?/. L L ant Ftla N1 ��aj
..
gP/kM IS Ap�c6U A� '
•
WAPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
•85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 • FAX: (415) 882-7257
0
Page No.:
Project:
Project No.:
Date:
Or:
By:
` P P F/ 3 ;ISA r fs'/ 3 �� O R f &i f L EI4TNI
ia 61/4 in. TOTAL SLAB DEPTH
w Light Weight Concrete
IL 2 Hour Fire Rating
Maximum Unshored Clear Span (ft -in.)
Deck Number of Deck Spans
Gage 1 2 3
22 10'-0" 10'-7" 10'_7'
21 10'-10" 11'-8" 12'-1"
20 11'-7" 12'-4" 12'-9"
19 12'-1" 13'-8" 14'_1"
18 12'-5" 14'-10" 14'_7,
16 13'-1" 164" 15 -4 -
Shoring is required for spans greater than those
shown above. See Footnote 1 on page 69 for
required bearing.
Allowable Superimposed Loads (psf)
Concrete Properties
Density Uniform Weight Uniform Volume Compressive
(pcf) (psf) (yd3/100 ft2) Strength, f', (psi)
110 43.5 1.466 3000
Notes:
1. Volumes and weights do not include allowance for deflec�'an�
2. Weights are for concrete only and do DDt-irYc-ru-de-VjgJghrcf steel deck.
3. Total slab depth is nominal depth top of concrete to botto771 Ste
L\0�\�Orloe/c
Deck Number of Span (ft -in.)
Gage Deck Spans 8'.0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0"
I all [8/ ZoI Zia Z'I `J I IOU 145 13Z l2U iuu 1uu 91 53 70 55
22 2 317 287 261 238 219 202 1 145 132 120 109 100 91 83 70 58
3 317 287 261 238 219 202 1 145 132 120 109 100 91 83 70 58
1
1
342
309
281
257
236
218
160
145
133
121
111
101
93
78
66
21
2
342
309
281
257
236
218
201
187
133
121
111
101
93
78
66
373
3
342
309
281
257
236
218
201
187
174
121
111
101
93
78
66
375
1
366
330
300
275
252
232
215
200
144
132
121
111
102
86
73
20
2
366
330
300
275
252
232
215
200
186
132
121
111
102
86
73
315
3
366
330
300
275
252
232
215
200
186
174
121
111
102
86
73
1
400
373
339
310
285
263
243
226.
210
1 154
142
131
120
103
88
19 2
400
373
339
310
285
263
243
226
210
196
184
173
LL20
103
88
3
400
373
339
310
285
263
243
226
210
196
184
173
163 1
103
88
1
400
400
375
343
315
290
269
250
232
1 175
161
149
137
118
102
18 2
400
400
375
343
315
290
269
250
232
217
203
191
180
118
102
3
400
400
375
343
315
290
269
250
232
217
203
191
180
118
102
1
400
400
400
400
375
346
320
297
277
259
242
1 185
171
148
128
16 2
400
400
400
400
375
346
320
297
277
259
242
228
214
186
153
3
400
400
400
400
375
346
320
297
277
259
242
228
214
186
128
See footnotes on page 69.
1603
1593
1583
1575
1559
1546
22
1 Shoring required
in shaded areas to right of heavv line.
Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./Ib. x 106)
Attachment Deck
Span (ft -in.)
Pattern Gage
8'.0"
8'-6"
9'-0"
9'-6"
10'-0"
10'-6"
11'-0"
11'-6"
12'-0"
12'-6"
13.0"
13'-6"
14'-0"
15'-0"
16'4"
22
q
1676
1664
1653
1644
1635
1628
1621
1614
1608
1603
1598
1593
1589
1581
1574
21
q
1676
1663
1651
1640
1631
1622
1614
1607
1601
1595
1589
1584
1579
1571
1563
20
q
1678
1664
1651
1639
1629
1620
1611
1604
1597
1590
1584
1578
1573
1564
1556
36/3
19
q
1689
1672
1657
1644
1632
1621
1611
1602
1594
1586
1579
1572
1566
1555
1546
18
q
1705
1686
1669
1653
1640
1627
1616
1606
1596
1588
1580
1572
1565
1553
1542
16
q
1749
1725
1704
1685
1668
1652
1638
1625
1613
1603
1593
1583
1575
1559
1546
22
q
1778
1756
1737
1719
1703
1689
1676
1664
1653
1643
1634
1625
1617
1603
1590
21
q-
1799
1775
1753
1734
1716
1700
1686
1673
1661
1650
1640
1630
1621
1606
1592
20
q
1821
1794
1771
1750
1731
1713
1698
1684
1670
1658
1647
1637
1627
1610
1595
36/4
19
q
1872
1841
1813
1788
1766
1746
1728
1711
1696
1682
1669
1657
1645
1625
1608
18
q
1925
1889
1858
1830
1805
1782
1761
1742
1724
1708
1694
1680
1667
1644
1624
16
q
2044
2000
1960
1925
1894
1865
1839
1815
1793
1773
1755
1738
1722
1693
1668
See footnotes on page 69.
www.vercodeck.com
VERGO DECKING,
INC.
VF5
77
STRUCTURAL CALCULATIONS
For
1 OTH FLOOR UPS SUPPORT AND ANCHORA . llYri
At
OCT 13 2029
4000 MACARTHUR BOULEVARD
NF1°
IRVINE, CA
Se tember2l 2029
APLAN CHECK RESPONSE
MBC PROJECT NO. 221-078
B5 SECOND STREET • SUITE 501 • SAN FRANDI900, CA 94105 • TEL: 41 5.546.0431 • FAX: 41 5.882.7257
STRUCTURAL CALCULATIONS
SUBJECT: 4000 MACARTHUR BLVD., IRVINE, CA
JOB NO: 221-078
BY: ZCK
DATE: SEPTEMBER 21, 2021
The following calculations are for the anchorage design of new UPS equipment that will be mounted
to the existing 10' floor slab at 4000 MacArthur Boulevard in Irvine, CA.
Contents page
Anchorage Design 2-10
The structural calculations have been carried out in accordance with the California Building Code,
2019 Edition.
B5 SECOND STREET • SHITE 501 • SAN FRANCISCO, CA 94105 • TEL: 41 5.546.0431 • FAX: 41 5.ee2.7257
r3
MU"HY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
85 SECOND STREET, SUITE 501 • SAN FRANCISCO; CA 94f 05
PHONE: (415) 546-04-;l • RAV. �A l n o00 �n ,
Page No.:
Project
Project No.:
n_w.
OI:
0
4000 MacArthur Blvd, Newport Beach, CA 92660, USA
Latitude, Longitude: 33.6603444,-117.8617749
Design Code Reference Document
Risk Category
Site Class
7/8/2021, 10:51:49 AM
ASCE7-16
II
D - Default (See Section 11.4.3)
Type
Value
Description
SS
1.291
MCER ground motion. (for 0.2 second period)
SI
0.461
MCER ground motion. (for 1.0s period)
S,s
1.549
Site -modified spectral acceleration value
S,1
null See Section 11.4.8
Site -modified spectral acceleration value
SDS
1.032
Numeric seismic design value at 0.2 second SA
SDI
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fe
1.2
Site amplification factor at 0.2 second
F„
null See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.552
MCEG peak ground acceleration
FPGA
12
Site amplification factor at PGA
PGA,
0.662
Site modified peak ground acceleration
TL
8
Long -period transition period in seconds
SsRT
1.291
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.395
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.481
Factored deterministic acceleration value. (0.2 second)
S1RT
0.461
Probabilistic nsk-targeted ground motion. (1.0 second)
S1UH
0.496
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
SID
0.82
Factored deterministic acceleration value. (1.0 second)
PGAd
1.014
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.925
Mapped value of the risk coefficient at short periods
CRI
0.928
Mapped value of the risk coefficient at a period of 1 s
Map data 02021 Google
a
Hilt[ PROMS Engineering 3.0.72
www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: E -Mail:
Design: Metal deck - Sep 2, 2021 Date: 9/2/2021
Fastening point:
Specifier's comments:
1 Input data
n
Metal deck:
Verco W3 Formlok 3"+;,,
Metal deck type:
Wt
Anchor installation:
On top of concrete -filled metal deck
Anchor type and diameter:
Kwik Bolt TZ2 - CS 112 (2) hnom2
Item number:
2210254 KB-TZ2 1/2x3 3/4
Effective embedment depth:
harea = 2.000 in., threat = 2.500 in.
Material:
Carbon Steel
Evaluation Service Report:
ESR -4266
Issued I Valid:
3/1/2021 1 12/1/2021
Proof:
Design Method ACI 318-14 / Mach in concrete over metal deck installation
Stand-off installation:
Profile:
Base material:
cracked lightweight concrete, , f,' = 3,500 psi; h = 3.250 in.
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or c No. 4 bar
Seismic loads (cat. C, D, E, or F)
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
Geometry [in.] & Loading [lb, in.lb]
�a
Input data and results must be checked for conformity with the existing conditions and far Plausibility!
PROFIS Engineenng ( c ) 200&2021 HIM AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan
1
Hilti PROMS Engineering 3.0.72
www.hilti.com
Company:
Page: 2
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Metal deck - Sep 2, 2021
Date: 9/2/2021
Fastening point:
1.1 Design results
Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%]
1 Combination 1 N = 900; V, = 450; VY = 0; yes 94
M, = 0; My = 0; M, = 0;
Input data and results must be checked for conformity with the existing wndilions and for plausibilityl
PROMS Engineering ( c 120032021 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hill AG, Schaan
Hilt! PROMS Engineering 3.0.72
www.hilti.com
Company: Page: 3
Address: Specifier:
Phone I Fax: E -Mail:
Design: Metal deck - Sep 2, 2021 Date: 9/2/2021
Fastening point:
2 Proof I Utilization (Governing Cases)
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 cond0ons and for plausibility!
PROMS Engineering ( c ) 200&2021 HIM AG, FL -9494 Screen Hilti is a registered Trtlemark of HiN AG, Schaan
3
Design values [Ib]
Utilization
Loading
Proof
Load Capacity
9e / Pv [%i
Status
Tension
Concrete Breakout Failure
900 1,028
881-
OK
Shear
Pryout Strength
450 1,476
431 31
OK
Loading
Ok
gv S
Utilization 9N,v r/Ol
Status
Combined tension
and shear loads 0.876
0.305 5/3
94
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 cond0ons and for plausibility!
PROMS Engineering ( c ) 200&2021 HIM AG, FL -9494 Screen Hilti is a registered Trtlemark of HiN AG, Schaan
3
L11111111111111117 —1
Hilti PROFIS Engineering 3.0.72
www.hilti.com
Company:
Page: 4
Address:
Specifier:
Phone I Fax:
E -Mail:
Design: Metal deck - Sep 2, 2021
Date: 9/2/2021
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 Hilt! 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 Hlltl 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) 200&2021 Hild AG, FL -9494 Srhaan Hild is a registered Trademark of Hilt! AG, screen
0
MURPHY BURR CURRY, INC.
CONSULTING STRUCTURAL ENGINEERS
•85 SECOND STREET, SUITE 501 • SAN FRANCISCO, CA 94105
PHONE: (415) 546-0431 • FAX: (415) 882-7257
•
Li
0
Page No.:
Project:
Project No.:
Dare:
Of.
By:
PUM311 or W3 FORMLOK TM
6'/4 in. TOTAL SLAB DEPTH
Light Weight Concrete
2 Hour Fire Rating
Maximum Unshored Clear Span (ft -in.)
Deck
Number of Deck Spans
Gage
1
2
3
22
10'-0"
10'-7"
10'-7"
21
10"-10
11:'.-8'
12'-1'
20
ll' -7"
12'-4
12'-9
19
12'-1„
13'-8"
14;-1„
18
12'-5"
14'-10"
14'-7"
Shoring is required for spans greater than those
shown above. See Footnote 1 on page 69 for
required bearing.
Allowable Superimposed Loads (psf)
Concrete Properties
Density Uniform Weight Uniform Volume Compressive
(pcf) (psf) (yd31100 ft2) Strength, r, (psi)
110 43.5 1.466 3000
Notes:
1. Volumes and weights do not include allowance for deflection.
2. Weights are for concrete only and do not include weight of steel deck.
3. Total slab depth is nominal depth from top of concrete to bottom of steel deck.
Deck
Number of
S
)
Pattern Gage
Gage
Deck Spans
8'-0"
8'-6"
97-0"
9'-6"
10'-0"
10'-6"
11'-0"
11'-6"
2'-0"
12'-6"
13-0"
13'-6"
14'-0"
15'-0"
16'-0"
1676
1
317
287
261
238
219
:160
145
':132
120
109
100
91
"83
70
s: 58
22
2
317
287
261
238
219
202
145
132
120 -
109
100
91
83
70
fl 58
1678
3
317
287
261
238
219
202
145
132
120 :
109
100
91
'-83
70
'. 58 ;..
1
342
309
281
257
236
218
160
':145
133
121
1'.11
101
'.93
78
''< 66
21
2
342
309
281
257
236
218
201
187
133 :'.
121
117
101
93
78
i 66
1705
3
342
309
281
257
236
218
201
187
174
121
111
101
93
78
i 66
1749
1
366
330
300
275
252
232
215
200
144 I'
132
121
111
102
86
' 73
20
2
366
330
300
275
252
232
215
200
186
132
121
111
:102
86
- 73
1799
3
366
330
300
275
252
232
215
200
186
174
121
111
:102
86
73
1821
1
400
373
339
310
285
263
243
226
210
154
142
131
0120
103
': 88
19
2
400
373
339
310
285
263
243
226
210
196
184
173
x120
103
§ 88
1872
1
400
400
375
343
315
290
2696"x:
1682
232
175
:161
149
°137
118
102 I'
18
2
400
400
375
343
315
290
269
r
232
217
203
191
180
.118..
i'-.102.1:'.
2044
3
400
400
375
343
315
290
269
1773
232
217
203
191
180
118
102 If
16
2
400
400
400
400
375
346
320
297
277
259
242
www.vercodeck.com
228
214
186
153
WC.
3
400
400
400
400
375
346
320
297
277
259
242
228
214
186
128::
See footnotes
on page 69.
: Shoring required in shaded areas to
right of heavy
line.
Allowable Diaphragm Shear Strengths, q (plf) and Flexibility Factors, F (in./Ib. x 106)
Attachment Deck
Span (ft -in.)
Pattern Gage
8'-0"
8'-6"
9'-0"
9'-6"
10'-0"
10'-6"
11'-0"
11'-6"
12'-0"
12'-6"
13-0"
13'-6'—'T4
'-0"
15'-0"
76'-0"
22
q
1676
1664
1653
1644
1635
1628
1621
1614
1608
1603
1598
1593
1589
1581
1574
21
q
1676
1663
1651
1640'1
1631
1622
1614
1607
1601
1595
1589
1584
1579
1571
1563P
20
q
1678
1664
1651
1639
1629
1620
1611
1604
1597
1590
1584
1578
1573
1564
1556
3613
19
q
1689
1672
1657
1644
1632
1621
1611
1602
1594
1586
1579
1572
1566
1555
1546
18
q
1705
1686
1669
1653
1640
1627
1616
1606
1596
1588
1580
1572
1565
1553
1542
16
q
1749
1725
1704
1685=-.
1668
1652
1638
.1625
1613 rl
1603
.1593
1583
.1575
1559
1546'i
22
q
1778
1756
1737
1719
1703
1689
1676
1664
1653
1643
1634
1625
1617
1603
1590
21
q
1799
1775
:1753
1734
1716
1700
1686
1673
1661--.
1650
1640
1630
:1621
1606 ::1592='
20
q
1821
1794
1771
1750
1731
1713
1698
1684
1670
1658
1647
1637
1627
1610
1595
3614
19
q
1872
1841
-1813
1788:'
1766
1746
1728
'1711
1696':
1682
1669
1657
1645
1625
1608'
18
q
1925
1889
1858
1830
1805
1782
1761
1742
1724
1708
1694
1680
1667
1644
1624
16
q
2044
2000
1960
1925
'; 1894
1865
1839
:1815
1793 >I
1773
1755
1738
4722
1693 >.
16681
See footnotes on page 69.
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77