B-2017-1563 •
•CITY OF CUPERTINO BUILDING PERMIT •
BUILDING ADDRESS: CONTRACTOR: PERMIT NO:B-2017-1563
19409 STEVENS CREEK BLVD STE 120 CUPERTINO,CA 95014(316 20 112) PATRICK J WILLIAMS
LAKE FOREST,CA
. 92630
OWNER'S NAME: Main Street Cupertino Aggregator LLC DATE ISSUED: 12/06/2017
OWNER'S PHONE: • PHONE NO:(949)859-0898 .•
LICENSED CONTRACTOR'S DECLARATION BUILDING PERMIT INFO:
License Class B Lic,#360147
Contractor PATRICK J WILLIAMS Date 03/31/2019 X BLDG _ELECT _PLUMB
MECH_RESIDENTIAL X COMMERCIAL
I hereby affirm that I am licensed under the provisions of Chapter 9(commencing
with Section 7000)of Division 3 of the Business&Professions Code and that my '
license is in full force and effect. ' JOB DESCRIPTION:
ORANGE-THEORY FITNESS T.I.(2776 SF)
I hereby affirm under penalty of perjury one of the following two declarations:
i. I have and will maintain a certificate of consent to self-insure for Worker's
Compensation,as provided for by Section 3700 of the Labor Code,for the
performance of the work for which this permit is issued.
44 2. I have and will maintain Worker's Compensation Insurance,as provided for by
)/ Section 3700 of the Labor Code,for the performance of the work for which this
permit is issued. Sq.Ft Floor Area: Valuation:$275000.00
APPLICANT CERTIFICATION -
I certify that I have read this application and state that the above
information is correct.I agree to comply with all city and county ordinances APN Number: Occupancy Type:
andistate laws relating to building construction,and hereby authorize 316 20 112 A(Tenant Improvements),B(Tenant Improvements)
representatives of this city to enter upon the above mentioned property for '
inspection'purposes. (We)agree to save indemnify and keep harmless the
City of Cupertino against liabilities,,judgments,costs,and expenses which PERMIT EXPIRES IF WORK IS NOT STARTED
may accrue against said City in consequence of the granting of this permit. WITHIN 180 DAYS OF PERMIT ISSUANCE OR
Additionally,the applicant understan's and will comply with all non-point
source regulatio oer the Cupert'.
Date 12-06-2017 Issued by:Kim Dunbar
Date: 12/06/2017
• ..LE'-B LAE' DE •t_LT•►
I hereby affirm that I ant exempt from the Contractor's License Law for one of the RE-ROOFS:
following two reasons: All roofs shall be inspected prior to any roofing material being installed.If a roof is
t. I,as owner of the property,or niy employees withwages as their sole installed without first obtaining an inspection,I agree to remove all new materials for
compensation,will do the work,and the structure is not intended or offered for inspection.
sale(Sec.7044,Business&Professions Code)
2. I,as owner of the property,am exclusively contracting with licensed Signature of Applicant:
contractors to construct the project(Sec.7044,Business&Professions Code). Date:12-06-2017
i
I hereby affirm under penalty of perjury one of the following three declarations: ALL ROOF COVERINGS TO BE CLASS"A"OR BETTER
i. I have and will maintain a Certificate of Consent to self-insure for Worker's
•Compensation,as provided for by Section 3700 of the Labor Code,for the
performance of the!work forwhich this permit is issued. HAZARDOUS MATERIALS DISCLOSURE
2. I have and will maintain Worker's Compensation Insurance,as provided for by I have read the hazardous materials requirements under Chapter 6.95 of the
Section 3700 of the;Labor Code,for the performance of the work for which this California Health&Safety Code,Sections 25505,25533,and 25534. I will
permit is issued. i � maintain compliance with the Cupertino Municipal Code,Chapter 9.12'and the
3. I certify that in the performance',of the work for which this permit is issued,I Health&Safety Code,Section 25532,(a)should I store or handle hazardous
any mannerso as to become subject to the material. Additionally,should I use equipment or devices which emit hazardous
shall not employ'ariy person in
air contaminants as defined by the Bay'Area Air Quality Management District I
Worker's Compensation laws of California. If,after making this certificate of will maintain compliance with the Cu,ertino Municipa :ode,Chapter 9.12 and
exemption,I become subject to th'e Worker's Compensation provisions of the ,the Health&Safv Code :• tons 25505, ,r nd 25534.
Labor Code,I rnust,forthwith comply with such provisions or this permit shall /
be deemed revoked. Owner or authorized agen
•
APPLICANT CERTIFICATION Date:12-06-2017 i
I certify that I have read this application and state that the above information is •►. ' r -.► uDL' • . Y
correct.I agree to comply,with all city and county ordinances and state laws - I hereby affirm that there is a onstruction lending agency for the performance
relating to building construction,and hereby authorize representatives of this city of work's for which this permit is issued(Sec.3097,Clv C.)
to enter upon the above mentioned property for inspection purposes. (We)agree Lender's Name
to'save indemnify and keep,harmless the City of Cupertino against liabilities,
.j judgments,costs,and expenses which rriay accrue against said City in Lender's Address
consequence of the granting of this permit. Additionally,the applicant understands
and will comply with all noxi-point source regulations per the Cupertino Municipal ARCHITECT'S DECLARATION
' I Code,Section 9.18. I understand my plans shall be used as public records.
•
Signature Date 12-06-2017 Piceessd
, Professional
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°" IiiiDEATREN
STRUCTURAL
<rr `` ENGINEERS
OT Isolated Ceiling Engineer:TGK RSE Job: 17015
Section 4.1 Cold Formed Framing Design
16ga Cold Rolled Channel(CRC) Design
R L R Max Length= 4.00 ft.
.....i
�..... ....,,_ ,...ap,......:,.
Ceiling Dead Load= 10.5 psf
w Tributary Width= 4.00 ft.
V V w= 42.0 plf
Mmax=wl^2/9= 74.7 ft.-lb. -assume continuity at one end
= 0.90 in.-kip
Reaction, R= 84 lb. -each end
Allowable Moment= 1.22 in.-kip -per 2013 SSMA p. 59
D/C Ratio = 0.73 OKAY
lx= 0.039 in^4
Max Deflection=' 0.087 in. = L/ ' 550 OKAY w L^4/ 185E 1
USE 16ga CRC [SSMA: 150U050-54] (Fy=33ksi)
20ga Hat Channel Design
R L R Max Length= 4.00 ft.
Ceiling Dead Load=' 10.5 psf
w I Tributary Width= 1.00 ft.
WWW W w= 10.5 plf
Mmax=w1^2/9= 18.7 ft.-lb. -assume continuity at one end
= 0.224 in.-kip
Reaction,R= 21 lb. -each end
Allowable Moment= 0.606 in.-kip -per 2013 SSMA p. 57
D/C Ratio = 0.37 OKAY
lx= 0.014 in^4
Max Deflection=' 0.061 in. = L/ ' 790 OKAY w L^4/ 185E I
Fasteners:
Number of Fasteners= 2
Tension per Fastener= 11 lb.
Allow Tension on Fastener= 48 lb. -#8 SMS in 20ga per SSMA
D/C Ratio = 0.22 OKAY
USE 7/8" DEEP 20ga HAT CHANNEL[SSMA:087F125-30] (Fy=33ksi)
w/(2)#8 SMS EA CONTACT
5150 Fair Oaks Blvd.Suite 101-378-Carmichael CA 95608 I p 530-200-4022 I www.response-eng.com I Page 6 of 6
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::,; yy., STRUCTURAL
4:_:::;; ENGINEERS
OT Isolated Ceiling Engineer:TGK RSE Job: 17015
Section 3.1 Anchorage to Metal Beams
- Per§2.1 Max ASD Hanger Load = 168 lb
- Tallow Hilti BC= 250 lb SSMA 2015 IBC Ed.
5..0 Installation System Hangers
5.2 Beam clamps " # .t
-,...,--:..-.. .-!,.,4,
s
BC Beam clamp , "ac :•:-.---‹: "
Product FSr3t8rre5E :„ s .:;':,
•To sacurethreaded rod irmtallations to sal beams �$ Ix .;y- ;
■ No drilling or weldng riecessery
•:Each set for an install on is completely pre-assembled and ;
suit all usual sizes of l-bels ,;
•Fledbility and nes loss of spare parts
4
CON
Material Specifications
Material :STM A525 ductiia.Iran ca tira with a hardartad caps
!ant sat scraW and l.Yisne: ,,
Finish Flan arsiiacim-Baleaniad
Prs-ga artiad carbon ataal r ain7-strap
Apprceals Factary Mut4 :(F l o,•'n"t eraust<!2'
Listings Urcls aria Labaratar'ias;iJi.rcULi az'ihraaph:214'
Can-limns with •Facaral spacircati:m'ts'tli-Fl-"71 l,Typs".:9;
Mai face_eara 2sandardizatisn Saciaty
USELSP-59(Types 13;
Installation Intal':in arca-danca With A.'S1,'f26-5F-5a
hex Eat mrsw mat 6r.CBhtanalf'cnta t<w alaaad raids at'Its I.Eaatn,cri net nr amts brcr,
tiara.=sei#rax tom aa§at fd 131"ra sat a rcw as as amen in 11.4 titles
Ordedng information f Technical Data
tfaacirarneDsaa:Ga -1 F'`r%
Pa11. Ma. i.uacf ittk. ,ss
[_37tltJ`_ - "dl$" Prader Sas CV Fangs : *41102 ,'';\' w-'Y
BC B" 5.0 7.5 S,"d d.' tOD 2573.55 506 250 -.^4
--.BC 13"" S.o 7.5 1, -__ 9= 50 - .c5,347- 95•l3 7�l .', �.,.
BC 5/8' 10.0 152 5; ` ... 6' 50 257,386 952 750 —. . .
all
'BC3/4'_- 19.0 15..2 W6' 50 257359: 946' 750 kii. :'':
.BC-EG 1./47 3.5 52 4.` - tOo 256602 2543 AID
BC-EG 5y+8 50 7.. 2 9 4°-.:, 100 8Ei30 503 550 1.1
BC-EG 1/1." 5.0 7..5 .... t f 6' 50 21:8E01 953 Tao
etainerStrao : -:'
I - 2,17 V2.' - _ 1 424=5 -
Use Hilti BC
5150 Fair Oaks Blvd.Suite 101-378-Carmichael CA 95608 I p 530-200-4022 I www.response-eng.com I Page 5 of 6
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RESPONSE
, ".-si,M? ENGINEERS
OT Isolated Ceiling Engineer:TGK RSE Job: 17015
Section 2.2 Seismic Brace to Composite Deck
. .... : .
. .
Design Criteria: • , ,
,
.
.
, ...,..
ap=: 1.0 R =I. 25
. .. . , P ;
... „
SDS=: 1.079
• :. .
Occupancy Importance Factor : I ='
P ; 1.00
. :
. . , . .
Weight of Ceiling : Wp= Area' of Ceiling x '11 psf
.. ........ ....... ............. .. ... . . ...-
.
: . .. : .. z='. 14.0 ft.
h=: 48.0 ft. i 1st Floor Installation
•
_.,.
Non Structural Component Seismic Force per ASCE-7 Ch. 13 (ASD):
.........
Fp=((0.4* apSsDlp/Rp ) * ( 1+2 x/h) *Wp)/1.4 =! 0.195 W
, P
. .
Fp ma,= 1.6(SDS I p\Alp )/1.4 = 1.233',Wp
Fp min =0.3 (SDS 1p Wp )/1.4 = 0.231Vp 1 Controls Design
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: •
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. -
. -
Lateral Splay Groups: Spaced at 10'-0"x 13-0" MAX . . .
•
.
- -
. - A ceiling= 130 sq. ft.
:Bracing Angle,0= • 45 deg max.
Max Fp Horizontal = : 316 lb. ; .
•
:
: : .
r . .
Max Fp Vert= Max Fp Horiz*tan e = ' 3161b.
. .
•
Max Fp Diagonal= Fp/cos 0= ,
. 446 lb.
. .••
., i • . .
: : ..•••
: -
. ,
: :•• :
. -
. . . ... ..... .........
- :•
•
..• .
Seismic Bracing System
, .
. ,
. . .......... ....... . ... ... . , . ..
- Use B22 Rod Stiffener at Seismic Brace Groups i
: . ......... .. ........
Pa/low per Eaton Catalog for 72"Height= ; : 23811b.
. .
Max F Vert=• 316 lb. OK
......... ........
- Use Kinetics Quakekit D2 to resist Horizontal Component of Fp
.. . . . . ........
..... . . ..
Allowable Load on Quakekit=' 1000 lb. •
Max Fp Diagonal=. 446 lb. OK
, I ,
Use Quakekit D2 at Seismic Braces & Bline 822 Rod Stiffener
Seismic Bracing Connections -
-
-
. 0 -:' 2.5 i used for SZ connx
-
: -
ASD Capacity Increase= 1.2 IAC!
:.
- ,
:- ------- •
ASD Tension on Anchor=' 316 I lb. *ilo= I 789 i lb.
• .
ASD Shear on Anchor=i 316 i lb. *00= 1 789 lb.
Allowable Tension= 990 lb *ACI = : 1188 lb.
-
Allowable Shear=: 2155 i lb. *ACI = iv 2586i lb.
'-1/2"Hilti KB-TZ into Ltwt.Comp. Deck w/3.25"Embed. ASD Load per Table 10
. ........ , ..., . .. .
of Hilti North Amercan Tech Manual
D/C Tension=! 0.66
D/C Shear=I 0.31 :
Check Interaction: D/C SUM=I 0.97 i<1.0 OKAY i :.
USE 1/2"dia.Hilti KB-TZ w/3.25" Embed
5150 Fair Oaks Blvd.Suite 101-378-Carmichael CA 95608 I p 530-200-4022 I www.response-eng.com I Page 4 of 6
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STRUCTURAL
� ~�N��0� U � %�.~=� � n�+� � `� ��/W�� ENGINEERS
01 Isolated Ceiling Engineer:TGK RSE Job: 17015
Section 2.1. Hanger to Composite Deck
'--�--� ''' -'-�'' -,' - ___ __ --'
Typical ' ' | / � ' ��7
-___ ___ _ ___ __-'-'__--� __�---_ _-_- _- --- -- �
" Max Tension Load to Hanger= 168i lb. :
Minor Diameter 5/16"ATR=1 0.2411in. ,
I.
- Use average dead load for hanger anchorage as ducts don't occur at every hanger.
-- �---' -' �-`-- �--'�---�- �--- -- - ---- --- -- ' -- -r---'--- / '- -
Typical Hanger � | '
�- '
� -� -' ---- / ---_- --�-�' —�---------�------1- ! | 1He Tr�Area 160sf i�
er
/ / _
_�_----
�- -__ '� Ceiling__ � �---' ""
�
Max TensonLoad toHo 157 lb. | /
to Ha :
1Post Installed Anchor: ! !Simpson Titen HD per ICC ESR-2713 ,
See Output Below, Use 3/8" dia.Titen HD with 2.5" hnom ,
Simpson Anchor Designer Output! ; ' :
:, ::7,:7::...„ 2....;_clo.i.,i,,,,,::,44iii,:!:7::;..,cte,,;:: 7''L7*::!'': :;:::::; ':::::i :!!;1:::::: ;;// /1 1.\-- ' : ' j
•
I 14ax l''(23 on;offset far St*;"na-Solt 2,Viten ill3(excl. 214,)and Titan fa:i I ,
5150 Fair Oaks Blvd.Suite 101-378-Carmichael CA 95608 I p 530-200-4022 I www.response-eng.com I Page 3 of 6
'"'WhinkSTRUCTURAL
ENGINEERS
OT Isolated Ceiling Engineer:TGK RSE Job: 17015
Section 1.1:Structural Materials
Cold Formed Steel per SSMA ICC ESR 3064P:
16ga &Thicker ASTM A653 SS Grade 50
18ga &Thinner ASTM A653 SS Grade 30
Section 1.2 Gravity Loads
SPRING LOAD CALCULATIONS:
LIGHT GAGE FRAMING =0.7PSF
(2)LAYERS 5ir GWB 4.6PSF
FIBERGLASS BATTS -7.0.5PSF
LIGHTS+ELECTRICAL =O.7PSF
ACT&GRID ,-12.0PSF
TOTAL LOAD =8.5PSF
DUCTS:8LBSILF
ICC-ISO i 16SF AREA =136LBS
1CC-100 @ 11SF AREA = 94LBS
ICC-?5 i 8,8SF AREA= T5LBS
ICC-50 @ 5.9SF AREA= 50LBS
- Add (4)*8p1f/16sf= 2 psf to basic dead load to account for ducts.
- Therefore,total design Dead Load =8.5+2=10.5 psf
Section 1.3 Seismic Criteria
-From www.seaocc.org
Search for Address or Coordinates(Iat,iong)
Reierence ASCE 7-lc FiiskCatego,y Site Cass D-Stiff So4
4SS Stevens Cfeek Blvd.Cpertino CA
19409 Stevens Creek Blvd,Cupertino,CA 95014,USA
Type Description Value
S,
MC E ground rnot*,(for 02 second per'md) 1,618
S, MCE,=Lind mono:.(for 1.s penod 0.641
Site-tnoclified spectral acceleration value 1,618
S . Site-modified spectral acceleration value 0,961
Numeric seismic dign vatue at 02 second SA 1275
Numeric sesnlic design value at 1.0 second SA ,
0.641
Type Description Value
SOC Se;sm;c design category
MV83#=1.2#inaMMEZMOMI#12=4=3,EME:SMOPMBMWSKNIMigiiiiiMiia&MWMIMKESSIMSKESSOOSKSMini
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;A6!tf%phi:: .: ?.i;
-;;; . „ - ry _ ra n eTh eo r Isolated l
g y o ated Ceiling
-GaPM ,:;::Au::::::_,::
r Cupertino, CA
RESPONSE
FILE Structural Calculations
t--.72:zaa STRUCTURAL ENGINEERS RSE Project: 17015
Client: Seal:
Acousthetics LLC o Q%OFESS/p^,�l
•
228 Liberty Street �� � KF Fy
San Francisco,CA 94114 =' y 42-
cD
NO. S5409
Project Address: 7 ) 543 EXP. 9/30/19
19409 Stevens Creek Blvd#120 1TTR(/OT\10 ��
Cupertino CA 95014 c OF CAS-� �
[37.3239°,-122.0094°j
Codes: 2016 California Building Code (CBC)
2015 Steel Stud Manufacturer's Association (SSMA) Product Technical Guide
Description: Acoustically isolated ceiling system attached to a structure designed by others.
Risk Category: II, Commercial Occupancy
Live Loads: None
Lateral Loads: Wind: None
Seismic: Sps= 1.079 g Seismic Design Category= D
Anchorage: Post installed anchors to composite deck by others. Beam clamps to steel by others.
Calculation Index: BD Submittal 10/22/17
Revision 1 -12/23/17
Section Description Page Rev. 1
1.0 Design Criteria & Loads 1-2 1
2.0 Anchorage to Composite Deck 3-4 4
3.0 Anchorage to Steel Beams 5
4.0 Cold Formed Steel Design — - — 6
All calculations,reports,and technical documents are the property of Response Structural Engineers Inc.(RSE)&the Client. These may not
be reproduced or altered without written consent of by RSE. Calculations&related drawings are not valid unless signed and sealed by RSE.
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