HomeMy WebLinkAboutUntitled . Development Services Department
i' 111P4 il 240 West Huntington Drive,Post Office Box 60021
'Arcadia, CA 91066-6021 PERMIT NO. $QQ-056-109
City of (626) 574-5416 Fax(626)447-9173
Arcadia Permit Type: Tenant Improve w/energ;
PROJECT TRACT NO. LOT NO. APPLICATION DATE ISSUED BY PRINT DATE PERMIT STATUS
2/21/2017 CM 8:21 6/27/2017 Issued
ADDRESS NO. Dir.Prefix Street Name Street Suffix UNIT BLG ASSESSORS PARCEL NO. GEO CODE
400 S Baldwin Ave T-387
OWNER MAILING ADDRESS
Westfield Corporation, Inc. 11601 Wilshire Blvd. 12th Floor PHONE NO. Inspector#: HENRY
Los Angeles,CA 90025- EMAIL ADDRESS:
Plan Chk#: 17-50
APPLICANT MAILING ADDRESS .
Bogart Construction Inc. PHONE NO.
EMAIL ADDRESS:
,
CONTRACTOR/PROFESSIONAL MAILING ADDRESS
949 NO.
Bogart Construction Inc. 12 Mauchly Building F PHONE (949)453-1400 FAX NO.
Irvine, CA '92618 EMAIL ADDRESS:
License No. 707471 Type: B Expires: 5/31/2019 12:00:
TENANT MAILING ADDRESS
Iss
Bath And BodY la VWorks ,v NE NO. FAX NO.
,
DESCRIPTION -
BATH AND BODY WORKS T.1,WITH EMP
Construction Type UOM #of Units Value Construction Type UOM 8 of Units Value
Value Value 425,000.00 $425,000.00
OCCUPANCY: Tenant Improve TOTAL VALUATION: $425,000.00
QTY 1.1OM DESC AMT AMT PAID ACCT QTY DOM DESC AMT AMT PAID ACCT
each Plan review 2,253.23 2,253.23 01-3103 153.00 each Ltg fixtures 163.80 163.80 01-3105
each Energy p/c fee 693.30 . 693.30 01-3103 13.00 Flat Add/Alter Ducts 121.94 121.94 01-3105
PC ADA 337.98 337.98 01-3103 1.00 each Wtr htr/vent 15.55 15.55 01-3105
PC Cal Green 225.32 225.32 01-3103 1.00 each T.I.Fire Pkc 280.00 280.00 01-3109
1.00 Flat Bldg Issue Auto 44.35 44.35 01-3104 SMIP Com 119.00 119.00 14-2207
each Bldg permit 3,466.50 3,466.50 01-3104 gm bldg std 17.00 17.00 714-2203
Bldg Issue ADA 346.65 346.65 01-3104 1.00 Flat SWMF Auto 6.25 6.25 88-3027
1.00 flat Elec issue 44.35 44.35 01-3105 1.00 Flat SWMF 2 1.00 1.00 88-3027
1.00 Flat Mech issue 44.35 44.35 01-3105 1.00 Flat SWMF 2 1.00 1.00 88-3027
1.00 Flat Plmbg issuance 44.35 44.35 01-3105 1.00 Flat SWMF 2 1.00 I.00 88-3027
1.00 each Water Closet 12.46 12.46 01-3105
1.00 each Fan-vent single 9.38 ' 9.38 01-3105
1.00 each Lavatories 12.46 12.46 01-3105
3.00 each Distrib panel 46.65 46.65 01-3105
1.00 each Floor sink 12.46 12.46 01-3105
1.00 each Air unt 10m cfm 14.11 14.11 01-3105
116.00 each Outlets 126.80 126,80 01-3105
Total Fees: $8,461.24 Balance Due: $0.00 Paid Today: $4,671.41
This permit/plan review expires by time limitation and becomes null and void if the work authorized by the Receipt#: 117208
permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from 01-3104 3,857.50
the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit 01-3105 668.66
is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of 14-2207 119.00
Arcadia building inspector for a period of 180 consecutive days. 714-2203 17.00
88-3027 9.25
CALLS FOR INSPECTION INSPECTORS'OFFICE HOURS
Requests for inspection should be made at least Monday-Thursday Friday
one(1)business day in advance of the inspection 7:30 a.m.to 8:30 a.m. 7:30 a.m.to 8:30 a.m.
by telephone at(626)574-5416 for onsite work. 4:00 p.m.to 5:30 p.m. 4:00 p.m.to 4:30 p.m.
(Closed on alternate Fridays) ////9
of AR0
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' PERMIT/PLAN REVIEW APPLICATION
Development Services Department,240 West Huntington Drive,Post Office Box 60021
mOj..„o(N° Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code.,jjand my license is in full force and effect. f ❑ I have and will maintain a certificate of consent to self-insure for workers'
D
License Class License 1 I Exp. Date 311 1 1
[Signature of Contractor compensation, as provided for by Section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION ElI have and will maintain workers'compensation insurance,as required by Section
❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier Qvv r/
( 4E—
demolish,
or repair any structure,prior to its issuance,also required the applicant
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000) of Division 3 of the Business and Professions Code) or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should beco re subject to the
workers'compensation provisions of Section 3700 of the Lab f Code,I shall
❑I, as owner of the roe forthwith comply with those provisions. f
property,rty, or my employees with wages as their sole
compensation,will do the work,and the structure is not intended or offered for O.
sale(Section 7044,Business and Professions Code:The Contractors License
(Date (ii �� Signature ��
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044, Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon, and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909) 396-2000 for
further information.
Name 6'ry'1 l_c"�C_�1 D Title ,041:pf IT-- ` J 1.`
PRINT NAME
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter upon the -mentioned pr, r•rty for inspection purposes.
SignatureIV Date (0lZlI—1
ycrc>
• &Aro- e# QO/ Gtf�Xks
�,�N/OTES
Building Inspections Date Insp. Plumbing Inspections Date Insp. ..$_4-� F l `" - t� reiG
100. Setbacks 210. Under 1K/bldg.drain 9-S-17 G /
101. Rough grade 211. Copper underslab Q�I'E a F-512- ��GC.S OcAe61 »'*J
102. Figs.&forms 212. Rough plumbing a 3-/7 ddd
103. Pre-slab 213. Rough gas _
104. Floor joists 214. Shower pan _ - Z 7 /L-0444146- 5TLT7arf
/7-
105. Steel 215. Water heater "48-17
106. Grout lift 216. Roof drains
107. Shear nailing 217. Building sewer
108. Diaph nailing 218. Water service es-(G-1? 4IVA C Do-cr r,� time
109. Roof nailing 219. Final gas
110. Framing $0e-f7 220. Fixtures
111. 0cc./Area Sept.Wall / 221. Final plumbing "-18-1? z
112. Sound walls 222. Sewer cap/demo.
113. T-bar.rid
114. Insulation-Flr. Pool Inspections Date . Insp.
115. Insulation-Wall 240. Excavation/steel
116. Insulation-Ceil. 241. Rough plumbing
117. Drywall nailing f•30•!7 D`! 242. Light shell/bonding
118. Interior lath 243. Underground conduit
119. Exterior lath 244. P-trap
120. Finish grade 45. Gas line&test
121. Final building 03-17 246. Fence,gates&signs
122. Final demo/lot clear 247. Pool heater
248. Final electric
Electrical Inspections Date Insp. 249. Final.lumbin.
150. Power pole 250. Pool cover
-
151. Sales lot lighting 251. Pool final
152. Underground conduit ta...1--rage
153. Underslab conduit Reroof Inspections Date Insp.
154. UFER ground 270. Pre-reroof insp.
155. Water ground 71. Roof framing
156. Rough electrical f q-rf � '�' 272. Sheathing nailing
157. Fixtures `e 273. Final reroof
158. G.F.C.I.
159. Eqpt.bonding Sign Inspections Date I Insp.
160. Service panel q.-(? 280. Setback/overhang
161. Final electric 281. Footing
282. Conduit/wiring
Mechanical Inspections Date Insp. 283. Disconnect
180. Venting/flue 84. Final sign
181. Furnace/A.C. _c.1 ,i'
111,
182. Rouch HVAC � jai= Miscellaneous Insp. I Date I Insp.
183. Fire dampers 290. Fire alarm
184. Furnace compartment 291. Underground supply
185. Combustion air 292. Fire sprinklers
186. Smoke detectors 293. Monitor system
187. Metal F.P.rough 294. Hood dry chem.
188. Compressor setback 295. Final
189. Commercial hood
190. Duct shaft Sewers&Offsite Insp. Date Insp.
191. Final mechanical 9-27/7 ;FIR." 300. Lateral(main to P/L)
301. Saddle/Y
Block Wall Inspections Date Insp. 302. Cess tool filled
200. Footings 303. Sidewalk
201. Steel/rebar 304. Driveway
202. Grout lift 305. Curb replacement
203. Final wall 306. Trash bin
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0I City of Arcadia � �
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'77. a Development Services Department - Building Division ®7,
Vivi :
�� This certificate issuedpursuant to the requirements of Section 109 of the
® Uniform Building Code certifying that at the time of issuance this structure was in
C.�a": compliance with the various ordinances of the City regulating building construction or use. �� r
l j . ,
%
. Permit No. . B00-056-109 `"
� 4
Building Address: 400 S Baldwin Ave,Arcadia,CA 91007at, '
Use Classification: Tenant Improve Effective UBC: i
ii . €1 p C.B.C.2016 ®i_ k.
tP p Permit Type: Tenant Improve w/energy Zone Code: C-2,DH8
�' Occupancy Code: l�I
Type of Construction:
� .� A yp TYPE II ] HR ��,
�� Final Date: 10/3/2017 "76
Owner:
Westfield Corporation,Inc. c>4�
�� 4 Tenant: Bath A (: Body Works ---‘'ef
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0 Don Stockham,Building Official *� 9 �
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POST IN A CONSPICUOUS PLACE '^ \ ,,.
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.4:!---•• Development Services Department •
240 West Huntington Drive,Post Office Box 60021 PERMIT NO.
•
��..- Arcadia, CA 91066-6021 B00-056-693
City of (626)574-5416,Fax(626)447-9173
ArcadiaPermit Type: Sign
PROJECT TRACT NO. LOT NO. APPLICATION DATE ISSUED BY PRINT DATE PERMIT STATUS
4/27/2017 EP 10:29 4/27/2017 Issued
ADDRESS NO. Dir.Prefix Street Name Street Suffix UNIT BLG ASSESSORS PARCEL NO. GEO CODE
400 S Baldwin Ave T-387
OWNER MAILING ADDRESS
Westfield Corporation, Inc. 11601 Wilshire Blvd. 12th Floor PHONE NO. Inspector#: HENRY
Los Angeles, CA 90025- EMAIL ADDRESS:
APPLICANT MAILING ADDRESS
R N F Signs ENO.
1151 ttlat 1 IL ADDRESS:
CONTRACTOR/PROFESSIONAL MAILING ADDRES'
�626 NO. 991-9049 FAX NO.
R N F Signs 330 E Newmark Ave PHONE
Monterey Park, CA 91755 EMAIL ADDRESS:
License No. 1004002 Type: C45 Expires: 5/31/2017 12:00:
TENANT MAILING ADDRESS
Bath&Body Works/White Barn PHONE NO. FAX NO.
DESCRIPTION
FOUR CHANNEL LETTER ILLUMINATED SIGNS FOR BATH&BODY WORKS,WHITE BARN
Construction Type UOM 8 of Units Value Construction Type UOM #of Units Value
Value Value 8,000.00 $8,000.00
OCCUPANCY: Sign TOTAL VALUATION: $8,000.00
QTY UOM DESC AMT AMT PAID ACCT QTY UOM DESC AMT AMT PAID ACCT
Sign plan rev ' 114.16 114.16 01-3103
1.00 Flat Bldg Issue Auto 44.35 44.35 01-3104
each Bldg permit 203.85 203.85 01-3104
1.00 flat Elec issue 44,35 44.35 01-3105
4.00 each Sign Connection 62.20 62.20 01-3105
1.00 Flat SWMF 2 1.00 1.00 88-3027
1.00 each SWMF 2 Auto 1.00 1.00 88-3027
Total Fees: $470.91 Balance Due: $0.00 Paid Today: $470.91
This permit/plan review expires by time limitation and becomes null and void if the work authorized by the Receipt#: 116539
permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from 01-3103 114.16
the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit 01-3104 248.20
is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of 01-3105 106.55
Arcadia building inspector for a period of 180 consecutive days. 88-3027 2:00
CALLS FOR INSPECTION INSPECTORS'OFFICE HOURS �\
Requests for inspection should be made at least Monday-Thursday Friday \\
one(1)business day in advance of the inspection 7:30 a.m.to 8:30 a.m. 7:30 a.m.to 8:30 a.m. Vv
by telephone at(626)574-5416 for onsite work. 4:00 p.m.to 5:30 p.m. 4:00 p.m.to 4:30 p.m.
(Closed on alternate Fridays)
r ,
4u OC oR,yQ
%� (t
PERMIT/PLAN REVIEW APPLICATION
0\t"j*•, Development Services Department,240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
ereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,hand my license is i• ull force and effect. 2 ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class C,—f� L' : %% 1. M%OOS Exp. Dates'J1'�� compensation, as provided for by Section 3700 of the Labor Code, for the
Signature of Contractor •,,, performance of the work for which this permit is issued.
WNER-BUIL I i R DELL.!' TION have and will maintain workers'compensation insurance,as required by Section
El hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
is issued.My workers'compensation insurance carrier and policy numbers are:
License Law for the following reason(Section 7031.5,Business and Professions C.t�1 n 'C` J�`� \
Code.Any city or county which requires a permit to construct,alter,improve, Carrier kake \ 1n (J � ki
demolish,or repair any structure,prior to its issuance,also required the applicant 1 \� _ �\I rt
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number �V
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should Become subject to the
workers'compensation provisions of Section 3700 o t .bo ode,I shall
forthwith comply with those provisions.
❑I, as owner of the property, or my employees with wages as their sole p y p I
compensation,will do the work,and the structure is not intended or offered for X21 i ‘"1
sale(Section 7044,Business and Professions Code:The Contractors License Date Signature
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of an&shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand,dollars($100,000),in addition;to the cost of compensation,
did not build or improve for the purpose of sale). damages.as provided for in Section 3706 of the,Labor Code, interest, and
attorney's,fees.
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909) 396-2000 for
further information. '
Name 10\11 C Q `( UI1 fl Title
PRINT N ME
certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ord' ances and State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter upon the ove- ' .,j�oned property for inspection purposes.
�� �/�
Signature Date Lt' 27- I7
..4%=&-, Development Services Department
I:1 41 240 West Huntington Drive,Post Office Box 60021 PERMIT NO.
Arcadia,CA 91066-6021 BOO-056-909
City of (626)574-5416,Fax(626)447-9173
ArcadiaPermit Type: Fire
PROJECT TRACT NO. LOT NO. APPLICATION DATE ISSUED BY PRINT DATE PERMIT STATUS
5/18/2017 CM 11:44 5/25/2017 Issued /
ADDRESS NO. Dir.Prefix Street Name Street Suffix UNIT BLG ASSESSORS PARCEL NO. GEO CODE
400 S Baldwin Ave T-387
OWNER MAILING ADDRESS
Westfield Corporation,Inc. 11601 Wilshire Blvd. 12th Floor PHONE NO. Plan Chk#: 17-156
Los Angeles, CA 90025- EMAIL ADDRESS:
APPLICANT MAILING ADDRESS
Building Electronic Controls Inc. PHONE NO.
EMAIL ADDRESS:
CONTRACTOR/PROFESSIONAL MAILING ADDRESS
Building Electronic Controls Inc. 2246 Lindsay Way PHONE NO. FAX NO.
Glendora, CA 91740 EMAIL ADDRESS:
License No. 729905 Type: C Expires: 11/30/2018 12:01
TENANT MAILING ADDRESS
Bath&Body Works PHONE NO. FAX NO.
DESCRIPTION
fire alarms for Bath&Body Works
Construction Type UOM II of Units Value Construction Type UOM 8 of Units Value
Value Value 9,750.00 $9,750.00
OCCUPANCY: Fire Sprink/Alm TOTAL VALUATION: $9,750.00
, QTY UOM DESC AMT AMT PAID ACCT QTY UOM DESC AMT AMT PAID ACCT
17.00 each fire alarm pc 2 700.00 700.00 01-3109
1.00 Flat Fire'Issue Auto 44.35 44.35 01-3112
each Fire Permit 237.25 237.25 01-3112 ,
1.00 each SWMF 2 Auto 1.00 1.00 88-3027
Total Fees: $982.60 Balance Due: $0.00 Paid Today: $282.60
This permit/plan review expires by time limitation and becomes null and void if the work authorized by the 'eceip :: s'I
permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from 01-3112 281.60
the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit 88-3027 1.00
is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
CALLS FOR INSPECTION INSPECTORS'OFFICE HOURS
Requests for inspection should be made at least Monday-Thursday Friday
one(1)business day in advance of the inspection 7:30 a.m.to 8:30 a.m. 7:30 a.m.to 8:30 a.m.
by telephone at(626)574-5416 for onsite work. 4:00 p.m.to 5:30 p.m. 4:00 p.m.to 4:30 p.m.
(Closed on alternate Fridays)
of AR
Ai e" Rry9d
i PERMIT/PLAN REVIEW APPLICATION
''II V:\ '1--'
0gr-4 IFEEM
�{a Development Services Department,240 West Huntington Drive,Post Office Box 60021
o,,Y at 0. Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
•it:1
I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,and my license is in full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class p Ill l3U/1 compensation, providedby
G�� License No. Z � x . Date as for Section 3700 of the Labor Code, for the
Signature of Contractor (AA
• y A performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION I have and will maintain workers'compensation insurance,as required by Section
IDI hereby affirm under penalty of perjury that I am exempt from the Contractors TTVV3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My
(]wQo�rQkers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier �C_• "''r A, kl\NI `ItA VaY'C
demolish,or repair any structure,prior to its issuance,also required the applicant a v\1 G ok r-0v \o--e,---,Th
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number V v
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000).of Division 3 of the Business and Professions Code) or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I shall
❑I, as owner of the property, or my employees with wages as their sole forthwith comply with those provisions.
compensation,will do the work,and the structure is not intended or offered for
sale(Section 7044,Business and Professions Code:The Contractors License DateI 2.. /V•1 GJ SignaturedC%�_ cy ��I,� �i
Law does not apply to an owner of property who builds or improves thereon, 1
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure Co secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for
further information.Name V) -\".°A\ �PRAdk Title y - %3 \k) Vitsl rcilet
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with•all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter upon the above-mentioned property for inspection purposes. J
Signature �`J Date '/ZJ/1 i
v
, Development Services Department
West Huntington Drive,Post Office Box 60021 PERMIT NO. BOO-056-909
��' Arcadia,CA 91066-6021
City of (626)574-5416,Fax(626)447-9173 Permit Type: Fire
Arcadia YP
• PROJECT TRACT NO. LOT NO. APPLICATION DATE ISSUED BY PRINT DATE PERMIT STATUS
5/18/2017 CM 10:05 5/18/2017 Issued
ADDRESS NO. Dir.Prefix Street Name Street Suffix UNIT BLG ASSESSORS PARCEL NO. GEO CODE
400 S Baldwin Ave T-387
OWNER MAILING ADDRESS
Westfield Corporation, Inc. 11601 Wilshire Blvd. 12th Floor PHONE NO. Plan Chk#: 17-156
Los Angeles,CA 90025- EMAIL ADDRESS:
APPLICANT MAILING ADDRESS
Building Electronic Controls Inc. PHONE NO.
EMAIL ADDRESS:
,
CONTRACTORIPROFESSIONAL MAILING ADDRESS
Building Electronic Controls Inc. 2246 Lindsay Way PHONE NO. FAX NO.
Glendora, CA 91740 EMAIL ADDRESS:
License No. 729905 Type: C Expires: 11/30/2018 12:01
TENANT MAILING ADDRESS
Bath&Body Works PHONE NO. FAX NO.
DESCRIPTION
fire alarms for Bath&Body Works
Construction Type UOM #of Units Value Construction Type UOM #of Units Value
Value Value 9,750.00 $9,750.00
OCCUPANCY: Fire Sprink/Alm TOTAL VALUATION: $9,750.00
QTY UOM DESC AMT AMT PAID ACCT QTY UOM DESC AMT AMT PAID ACCT
17.00 each fire alarm pc 2 700.00 700.00 01-3109
1.00 Flat Fire Issue Auto 44.35 01-3112
each Fire Permit 237.25 01-3112
1.00 each SWINT'2 Auto 1.00 88-3027
Total Fees: $982.60 Balance Due: $282.60 Paid Today: $700.00
This permit/plan review expires by time limitation and becomes null and void if the work authorized by the Receipt#: 116814
permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from 01-3109 700.00
the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit
is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
CALLS FOR INSPECTION INSPECTORS'OFFICE HOURS
Requests for inspection should be made at least Monday-Thursday Friday
one(1)business day in advance of the inspection 7:30 a.m.to 8:30 a.m. 7:30 a.m.to 8:30 a.m.
by telephone at(626)574-5416 for onsite work. 4:00 p.m.to 5:30 p.m. 4:00 p.m.to 4:30 p.m.
(Closed on alternate Fridays)
of ARC
ti 4�y�oRyy9 I
PERMIT/PLAN REVIEW APPLICATION
il 00 ,j` Development Services Department,240 West Huntington Drive,Post Office Box 60021
Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code,and my license is in full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers'
License Class License No. Exp. Date compensation, as provided for by Section 3700 of the Labor Code, for the
performance of the work for which this permit is issued.
Signature of Contractor
OWNER-BUILDER DECLARATION EllI have and will maintain workers'compensation insurance,as required by Section
1:1I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier
demolish,or repair any structure,prior to its issuance,also required the applicant
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number
provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
•workers'compensation provisions of Section 3700 of the Labor Code,I shall
❑I, as owner of the roe forthwith comply with those provisions.
property,rty, or my employees with wages as their sole
compensation,will do the work,and the structure is not intended or offered for
sale(Section 7044,Business and Professions Code:The Contractors License Date Signature
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING Failureeto secure Workers'Compensationcoverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or shehundred thousand dollars($100000),in additionto the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor°Codeinterest, and
attorney's fees. -
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for
further information.
Name4y\dO\.XJ¼S( ' �C� Title ' AA __`� PRINT N
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to enter upon the above-•. •ntion•: 1 roperty for inspection purposes.
1
Signature,Al W� ``` �� Date i/ 9 ! n
1
.•-fiLftk, Development Services Department
t1 hA 240 West Huntington Drive,Post Office Box 60021 PERMIT NO.
\,-- Arcadia, CA 91066-6021 BOO-057-662
City of (626)574-5416,Fax(626)447-9173
Arcadia Type:Permit T e Fire
PROJECT TRACT NO. LOT NO. APPLICATION DATE ISSUED BY PRINT DATE PERMIT STATUS
8/23/2017 EP 8:31 8/23/2017 Issued
ADDRESS NO. Dir.Prefix Street Name Street Suffix UNIT BLG ASSESSORS PARCEL NO. GEO CODE
400 S Baldwin Ave T-387
OWNER MAILING ADDRESS
Westfield Corporation, Inc. 11601 Wilshire Blvd. 12th Floor PHONE NO. Plan Chk#: OTC
Los Angeles, CA 90025- EMAIL ADDRESS:
APPLICANT MAILING ADDRESS
Hydro-Matic Fire Protection PHONE NO.
EMAIL ADDRESS:
CONTRACTOR/PROFESSIONAL MAILING ADDRESS
Hydro-Matic Fire Protection 1161 Rosedale Avenue PHONE NO. (81 8)247-9812 FAX NO.
Glendale, CA 91208 EMAIL ADDRESS:
License No. 718393 Type: C-16 Expires: 6/30/2019 12:00:
TENANT MAILING ADDRESS
Bath Body Works PHONE NO. FAX NO.
DESCRIPTION
FIRE SPRINKS FOR BATH BODY WORKS.66 HEADS
Construction Type UOM #of Units Value Construction Type UOM #of Units Value
Value Value 7,000.00 $7,000.00
OCCUPANCY: Fire Sprink/AIm TOTAL VALUATION: $7,000.00
QTY DOM DESC AMT AMT PAID ACCT QTY IIOM DESC AMT AMT PAID ACCT
66.00 each sprinkler pck 700.00 700.00 01-3109
1.00 Flat Fire Issue Auto 44.35 44.35 01-3112
each Fire Permit 187.15 187.15 01-3112
1.00 each SWMF 2 Auto 1.00 I 00 88-3027
Total Fees: $932.50 Balance Due: $0.00 Paid Today: $932.50
This permit/plan review expires by time limitation and becomes null and void if the work authorized by the Receipt#: 117707
- permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from 01-3109 700.00
the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit 01-3112 231.50
is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of 88-3027 1.00
Arcadia building inspector for a period of 180 consecutive days.
CALLS FOR LNSPECTION INSPECTORS'OFFICE HOURS //00 -
Requests for inspection should be made at least Monday-Thursday Friday
one(1)business day in advance of the inspection 7:30 a.m.to 8:30 a.m. 7:30 a.m.to 8:30 a.m.
by telephone at(626)574-5416 for onsite work. 4:00 p.m.to 5:30 p.m. 4:00 p.m.to 4:30 p.m.
(Closed on alternate Fridays)
4_. 'u'y9.
°~ 1 PERMIT/PLAN REVIEW APPLICATION
%, : 1fl.
Development Services Department,240 West Huntington Drive,Post Office Box 60021
o° j, Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173
@�ot,y orH
City of
Arcadia
LICENSED CONTRACTOR'S DE'LARATION WORKERS'COMPENSATION DECLARATION
❑ I hereby affirm under penalty of perjury t I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 70%`1,of Division 3 of the Business and
Professions Code,and/m/�y license i 'n`
License Class� ,/11,4 ce and effect. DI I have and will maintain a certificate of consent to self-insure for workers'C--1(� c s • Exp. Date --312 '1 compensation, as provided for by Section 3700 of the Labor Code, for the
/ / � performance of the work for which this permit is issued.
Signature of Contractor —1111111111111kOWNER-BUILDER DE LARATION ❑ I have and will maintain workers'compensation insurance,as required by Section
0 I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensation insurance carrier and policy numbers are:
Code.Any city or county which requires a permit to construct,alter,improve, Carrier -1- pis 0 D
demolish,or repair any structure,prior to its issuance,also required the applicant
for such permit to file a signed statement that he or she is licensed pursuant to the olicy Number
provisions of the Contractors License Law(Chapter 9(commencing with Section This section need not be completed if the permit is for one hundred dollars or less)
7000)of Division 3 of the Business and Professions Code) or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of ❑ certify that in the performance of the work for which this permit is issued,I shall
Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become sub'ect t• the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I shou. •- o e subject to the
workers'compensation provisions of Section 3 10 •' ,e L..or Code,I shall
forthwith comply rovision '
❑I, as owner of the property, or my employees with wages as their sole p y with those p s.
compensation,will do the work,and the structure is not intended or offered for
sale(Section 7044,Business and Professions Code:The Contractors License Date—03— "1 Signature
Law does not apply to an owner of property who builds or improves thereon,
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties,and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and
attorney's fees.
❑I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044, Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
❑ I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures.
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos. Please contact AQMD at(909)396-2000 for
' further information.
ame . 1400 _. V 19 4 A, r 0 Title C.1QL PC I ,.
PRINT NAM
I certify that I have re. I cation nd tate that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to compl hty ordinances d State Laws relating to building construction. I hereby authorize representatives of the City of
Arcadia to ente,zzil
-mentioned pro erty for inspection purposes.
Sgnature / Date e-.7 -,.._.. 1 --t
GB
T.A.B. GREEN BUILDING
TEST & BALANCE CO. `
663 S. RANCHO SANTE FE RD_, SUITE #203
SAN MARCOS, CA 92078
PH#_ 760-533-7171
FAX#: 760-842-1.420
HVAC Systems Test
And Balance Report
PROJECT NAME: BATH & BODY WORKS / WESTFIELD SANTA ANITA
PROJECT LOCATION: 400 SOUTH BALDWIN AVE.
SPACE # A-12
ARCADIA, CA. 91007
The data presented in this report is an exact record of system
performance and was obtained in accordance with NEBB standard
procedures. Any variances from design quantities which exceed
NEBB tolerances are noted throughout this report
The system have been tested and balanced and final adjustments
have been made in accordance with NEBB "Procedural Standards
for Testing, Adjusting, Balancing of Environmental Systems" and
the project specifications.
Job Number: 917-43 • r ma
re Pir OR 2
Date: SEPT.22, 2017
PATRICK DRAYTON
CERTIFICATION z
3606
TAB Engineer: Patrick Drayton Exp.3137/98
PATRICK DRAYTON
DIRECTOR OF OPERATIONS
BUILDING COMMISSIONING
TESTING-ADJUSTING-BALANCING
CA LIC. C-20#805186
PATRICK DRAYTON GB
DIRECTOR OO MIOPSSI TIONS T, B.
BUILDING COMMISSIONING f GREEN BUILDING
TESTING-ADJUSTING•BALANCING
TEST�p �p
S EJ 9. & BALANCE CO.
663 S.RANCHO SANTA FE RD.,SUITE#203
SAN MARCOS,CA 92078 •
PI-UP.760-533-7171
FAX#760-842-1420
ABBREVIATIONS
L _
ACT - ACTUAL,
AK - FREE AREA FACTOR
CD CEILING DIFFUSER
-
CEG - CEILING EXHAUST FIEGISTEE
CFM - CUBIC FEET PER MINUTE
CRR CEILING RETURN REGISTER
-
D-B- - DRY MKS
DO - DIRECT DRIVE
Dt4L - DATA t4OT LISTED
ECG - EGG CRATE GRILL
ENT ENTERING
-
ESP - EXTERNAL STATIC PRESSURE
FIS - , FLOW HOOD C I imiscns SO FPM
AND AK FACTORS ARE (O )
i - FEET PER MIWJ)TE
GPM - GALLONS PER MINUTE
H.P. - HORSEPOWER
UN - LIAR .
LT LIGHT TETOEIGITERS
-
NA - NOTAPPLICABLEntiO ACAS
KM - NOT MEASURED
NS - NOT SPECIFIED
NYL - NOT VALID LOCATION FOR TESTING
OSA. - OUTSIDE AUR
PA PRESSURE DROP
-
R.AL - RE1VRN AIN
REQ - REQUIRED
RPM - RETiournows PER N J1E
SA. - SUPPLY AIR
SWS - MDE WALL SUPPLY
T.DJI. - TOTAL DEAD HEAD
W_B - WET BULB
WG- - WATER GSE
CA_LIC-C-20#805186
•
GB
TAB. I GREEN BUILDING
TEST 6- BALANCE CO. ACE et
663 S_ RANCHO SANTE FE RD., SUITE#203
SAN MARCOS, CA 92078
PH#: 760-533-7171
FAX#: 760-842-1420
Date: SEPT. 22,2017
Job Name: BATH&BODY WORKS/ SANTA ANITA FASHION PARK/#Al2 Page: 1
FAN TEST
Fan Name AHU#1 AHU#2
Service SALES FLOOR , STOCK ROOM
Location ABOVE CEILING ABOVE CEILING
Manufacturer TRANE TRANE
Model Number CWE120E4RBBA Q0R889A
Serial Number 172513BEBA • K17E35159
DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL
C TOTAL-FAN 4200 4200 1100 1134
F TOTAL-OUTLETS 4200 4200 1100 1134
M RETURN AIR 3650 3667 995 998
OUTSIDE AIR 550 533 105 I 136
S P DISCHAGE N.S. 0.58 N.S. 0.64
T R SUCTION N.S. 0.39 N.S. 0.22
A E TOTAL S.P. N.S. 0.97 N.S. 0.86
T S EXTERNL S.P. 1 I 0.97 I 1 I 0.86
MANUFACTURER/FR MARATHON MARATHON
M HORSEPOWER 3 _ I 3 I 1 I 1
F 0 VOLTAGE 460 I 462- 460- 461 I 460 I 458- 460- 461
A T PHASE 3 I 3 I 3 I 3
N 0 AMPERAGE 4.6 / 4.4 4.2 4.4 2.3 / 2.2 2.1 2.3 _
R RPM/SPEED N.S. 1765 N.S. r 1755
SERVICE FACTOR 1.15 1.15 1.15 1.15
MTR SHEAVE SIZE 1-VP5OX 7/8" 1-VP4OX 7/8"
D • %CLOSED 100% 55%
R FAN SHEAVE SIZE 1-AF80 X 7/8" 1-AF3OX 3/4"
I FAN RPM N.S. 1103 N.S. 1745
V BELT SIZE/#OF 1-BX52 1-A36
E CENTER TO CENTER 19" 15"
TRAVEL IN/OUT 1" 2" 3" 1"
NOTES:
PATRICK DRAYTON
DIRECTOR OF OPERATIONS
BUILDING COMMISSIONING
READINGS BY: PATRICK DRAYTON TESTING-ADJUSTING-BALANCING
ritl.4. IR ,
CA LIC.C-20#805186
GB
. T.A.B.I GREEN BUILDING
JOB NAME: BATH & BODY WORKS / ARCADIA
•
AHU#1 TEST& BALANCE CO.
663 S.RANCHO SANTE FE RD.,SUITE#203
SAN MARCOS,CA 92078
PH#: 760-533-7171
FAX#:760-842-1420
AIR DISTRIBUTION TEST
•
ZONE NAME TERMINAL EFFECT AREA DESIGN ACTUAL % NOTES
# TYPE SIZE FPM CFM FPM CFM
AHU#1
SUPPLY AIR
SALES FLOOR S-1 C.D. 12"X12" F.H. F.H. 185 F.H. 175
SALES FLOOR 5-2 C.D. 12"X12" F.H. F.H. 185 F.H. 180 •
SALES FLOOR S-3 C.D. 12"X12" F.H. F.H. 185 F.H. 175
SALES FLOOR S-4 C.D. 12"X12" F.H. F.H. 185 F.H. 190
SALES FLOOR S-5 C.D. 12"X12" F.H. F.H. 185 F.H. 175
SALES FLOOR S-6 'C.D. 24"X24" F.H. F.H. 240 F.H. 250
SALES FLOOR 5-7 C.D. 24"X24" F.H. F.H. 240 F.H. 245
SALES FLOOR 5-8 C.D. 24"X24" F.H. F.H. 275 F.H. 280
SALES FLOOR S-9 C.D. 24"X24" F.H. F.H. 275 F.H. 285
SALES FLOOR S-10 C.D. 24"X24" F.H. F.H. 305 F.H. 300
SALES FLOOR S-11 C.D. 24"X24" F.H. F.H. 305 F.H. 300
SALES FLOOR S-12 C.D. 24"X24" F.H. F.H. 240 F.H. 250
SALES FLOOR S-13 C.D. 24"X24" F.H. F.H. 240 F.H. 245
SALES FLOOR S-14 C.D. 24"X24" F.H. F.H. 275 F.H. 275
SALES FLOOR S-15 C.D. 24"X24" F.H. F.H. 275 F.H. 275
SALES FLOOR S-16 C.D. 24"X24" F.H. F.H. 300 F.H. 310
SALES FLOOR S-17 C.D. 24"X24" F.H. F.H. 305 F.H. 290
TOTAL 4200 4200 100%
AHU#1
RETURN AIR
SALES FLOOR R-1 O.D. 14"X48" 4.7 777 3650 780 3667
TOTAL 3650 3667 100%
NOTES: -
PATRICK DRAYTON
DIRECTOR OF OPERATIONS
BUILDING COMMISSIONING
READINGS BY: PATRICK DRAYTON TESTING-ADJUSTING-BALANCING
Hf: On
CA LIC.C-20#805186
GB
TAB. GREEN BUILDING
JOB NAME: BATH& BODY WORKS / ARCADIA
AHU#2 TEST& BALANCE CO.
663 S. RANCHO SANTE FE RD.,SUITE#203
SAN fv1ARCOS, CA 92078
• PH#: 760-533-7171
FAX#:760-842-1420
AIR DISTRIBUTION TEST
ZONE NAME TERMINAL EFFECT AREA DESIGN ACTUAL NOTES
# TYPE SIZE FPM CFM FPM CFM
AHU#2
SUPPLY AIR
STOCK ROOM S-1 SWS 10"X8" 0.53 283 150 283 150
STOCK ROOM S-2 SWS 10"X8" 0.53 283 150 295 156
STOCK ROOM S-3 SWS 10"X8" 0.53 283 150 300 159
STOCK ROOM S-4 SWS 10"X8" 0.53 283 150 300 159
STOCK ROOM S-5 C.D. 24"X24" F.H. • F.H. 500 F.H. 530
TOTAL 1100 1134 103%
AHU#2 •
RETURN AIR
STOCK ROOM R-1 O.D. 12"X12" 1 995 995 998 998
TOTAL 995 998 -100%
NOTES:
PATRICK DRAYTON
DIRECTOR OF OPERATIONS
BUILDING COMMISSIONING
READINGS BY: PATRICK DRAYTON TESTING-ADJUSTING-BALANCING
CA LIC.C-20#805186
DEPARTMENT OF BUILDING AND SAFETY
/w 7
/ A C `F I O n CITY OF X0964 ;
���SPECIAL INSPECTIONS I
44444 Buena Vista Way COUNTY OF
Lancaster,CA 93536 1
(661)202-4072 Office INSPECTION REPORT
BUILDING PERMIT NO. JOB NO. DATE: /-/7 i
JOB NAME/ADDRESS1,
Ara o r )' A , v Df� . ♦ ,� ,J A f L- Al :i. c/ '• - /0O
GENERAL CONTRACTOR/ADDRESS
L. cwl4. /U n) J
ARCHITECT/ENGINEER ADDRESS '
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SUBCONTRACTOR/ADDRESS
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WELDER/RECEIPT NO.
WELDER/RECEIPT NO.
WELDING _REINFORCED CONCRETE _ P.T.CONCRETE DRILLED-IN ANCHORS El H.S.BOLT ASSEMBLY
FIREPROOFING _STRUCTURAL MASONRY EPDXY INJECTION ®OTHER
y DESCRIPTION OF WORK 'e S _(�_ ..1___ L _ /-1T Dl-�°L f> ��<L9f/L-A6Z..14-S vj--
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CONCRETE GROUT MORTAR BLOCK PRISMS DENSITY
• _ •- •_
_ .. _ _
ONDAY TUESDAY WEDNESDAY THURSDAY FRIDAY ATURDAY _ SUNDAY
DAILY HOURS/TERMS: f'
All inspections based on a 4 hour minimum for each trade inspected,and over 4 hours is an 8 hour minimum. In addition,any inspections extending
past noon will be an 8 hour minimum.Weekends,holidays,and hours between 6 pm-6 am are paid at time and a halt There is a 4-hour minimum
charge if job is cancelled for any reason,including rain,and inspector is not notified in advance.Testing fees vary and will be indicated on invoice.
ATTORNEY FEES: If any action at law or in equity is brought to enforce or interpret the terms of this Contract,the prevailing party shall be
entitled to reasonable attorney's fees,costs and necessary disbursements in addition to any other relief to which such party may be entitled.
CERTIFICATE OF COMPLIANC
INSPECTOR'S NAME fie eOc_ Aoi) INSPECTOR'S SIGNATURE '/_________
INSPECTOR'S ID/LIC.NO.-1-•C•c 402 776 r,3 has been filed and it states that the above work to the best of
his/her knowledge complies with the provisions of the Uniform Building Code and meets approved plans and specifications.
APPROVED/AUTHORIZED BY: Project Superintendent
White=Office Yellow=Jobsite Pink=Inspector
Structural Calculations For:
Bath and Body Works — Santa Anita Fashion Park
Arcadia, CA
2016-1172
2/8/17 CS1 &'
Working Drawing Review
roved
❑ Approved as.Noted
❑ Resubmit •
These drawings have been reviewec fo-general design
intent only. All actuzal r,old cor,uitions e:e r:c uired to be
verified by the Tenant's Architect and/or Contractor. Tenant
is responsible for complying with all government regulations.
One(1)copy of this landlord stamped set of drawings is
Prepared by: requir be kept on the job site at all times.
•
• Signed Date
•
•
Thorson • Baker + Associates
CONSULTING ENGINEERS
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ioESSioN
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71921 .01,
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DEC 312011.
•
Table of Contents
Design Criteria DC1
Storefront Design SF1 .
' AHU Support Desing AHU1
•
•
:r; •
-� tom.
,
Tenant Fit-Out Design Criteria
,r
Project No 2016-1172 Date. 5-Jan-17
Project. BBW-Santa Anita Prepared 91 JCP
"iorson-.Baker+Associates Project Site Arcadia,CA Principal DLN
I__:D N S U L T I N G ENGINEERS copy:4h12010 **Note: Enter Project Information On Design Criteria Tab
Client: Shremshock Contact:. Stacey Bower D C-- 1
Tenant: BBW
an����a:t4f= sj�n,:, etc.+��L�c ���k�3r �s-`F i3BiS�`-�: .Af,�v3A� &"ch:..�'.. � S:r'S�:��`.'"� "�ls�rt.".�tu��tvC Vii, prK ap t Ra r��.,
Soap 3a aMiNiirateWkhs bulled aildttheratataitaiAl IJc3�r d te» 1'ms rt ;int a a iNtorktatain E
Interior ❑ Exterior Level 1 of 2
Slab on Grade ❑ .Supported Floor
Storefront ❑ Platform/Loft
❑, Rooftop Unit ❑ Porch,
0 Underhung Unit ❑ Ceiling/Walls Seismic Bracing
❑- , Rolling'Griile Column Support ❑ Floor Slab Infill
'rototypical SIS Package 1 store. Structural Scope includes Storefront Design,AHU Support,and water heater support
.
i. .� f aW mintev.7ii'xr.vt /2G',k�,.+���^.�'�
Yes NA Due Date Comments
Prelim riary ❑ ❑
e-Design Site•Observation ❑
-
."instruction Documents E ❑ 2/6 Progress,2/8 100%
Specifications ❑ ❑
instruction Phase Site Observa ❑ ❑
f eAWMI5e i X 1 3 E igMtt tU[a1 ' * M :QAD Hbu A cir c
Total I .
f_ e!!�" OOM.61.�s�' "_ _' x u_`.� : '`IP �> Mr c,11s1a16 ��EE BA,lfi l�fii �i'aiette
T , ._
I -
4rahitect Company Name Shremshock
Contact Stacey Bower
chanical Company Name TBA
•
❑ " NA Contact Cory Bittner
Electrical Company Name TBA
❑ NA Contact Chris Crowder
MOM ������,- '��° ..� g ��M
e`tN' j"A�.�e lW iiit l a`�D '_,. KV JM' Q etc
�t �1g�. n � _ _��s.'-.�. d�'�n rG ;t? ► �.tatg iTMOMMMV " XIMMBE; 'Oi,
Iiency Name City of Arcadia Phone 626-574-5416
'intact Name Don Stockham Fax
city,State,Zip Arcadia,CA Website
lntacted Bldg Dept ❑ Yes ❑ No Date: Confirmation Sent
Aar: m n a ••
k{ ! 0°i s 81 'fir .• Sr" r - kY }�. } ti ' ''§ Oi:i r.,,r
[�$ ; e� �'`�'i4��s'� :S � ��" .tat '.c ''��,:�.� `�' t, §r �• '` s �kYB ea"a�`* ;� �r� .110�£,Xl�
ilding 2016 California Building Code i IBC CIOBC 2015 ❑ ❑
Jther
ri icflon Ql Ificallo , AIMMOM. A ' sIWTQW - x
pe IIIB
=ire Ratings Floors
Tenant Fit-Out Design Criteria
:Project No 2016-1172 Date 5-Jan-17 CR
Project
BBW-Santa Anita Prepa-ea i3. JCP
'horson•Baker+Associates ProiectS a Arcadia,CA Principal DLN
tII;gCLIENI gugNISHED`II FARM!TION?�Yl;. ni»��`�S 3ki„f ` ','�t.,,'a,SV krr I t?k :.'r h9lf z f„k is :,it . x?,. 5.,".r a'a`Sst. »a'fi:<.
.:� f#5. ,a„ ice,
�10 O A IIIA 4Urt'.�s s�1 t Jt Y, tr% i of ^YbZ3 R b22 �p ��',z=: 117oS,F a .3`y�e 'sy�q t 4N C tax e 'h ft r m o r
�+'3:t#.Sir ni�.,t..,, ..�� .,t..Y"k�s.E�,:n{„F..�;7::I;e$un��}�`:��xYfifd'rr�E. SR tB h ..!.: > -� C t
Existing Building Drawings ❑ ❑
Site Survey ❑ 10/25/2016. Space Data
Prototype Drawings 0 ❑ 171Sa.02 —
}}3o-By Drawings ❑
Lafiftl oI ilti` liii1ie1ne »' :,i�s,�'i Evx t; '.t.YcEWt -t,#+ <>,-,i ,a $,i '? e .-tat aIg` rR:`.f I- .; 'f E;AT„t ,s`i AK.t {E<c,3ir,.EI .siMEI
Dan storefront soffit be underhung(gravity)from existing structure? O. Yes 111 No
Dan Storefront soffit be braced laterally to the existing structure? 0 _Yes ❑ No
s welding to existing structure allowed? ❑,,
Yes ❑ No
Any requried height clearance?
Ortk i TO O ISitigRATiCiN5/UIESGRO C "'iW gi `..r, .:" %x f t ' +.�t 'MiaZfr`W s A,
4ny:expansion joints in existing structure within tenant space? 0 Yes ❑ No.
h - ..r. i ...,y,! i •� sir ki`$vr-'Sgat� sw�'�1Y, vF Tams"2 '�`�.- }°.>+ct `is'txu n S�etaS F ':!a`, p § r a�. a n --.
.�7.Q't�e�e7�)C^.�[�Stt�,{Io�tDe�iCTie+l•4�.t1�sb...t,^.!2*>va...,r 8r.3u.>-�3 .c..�*:3r 2Fcsla���«ran5ts`vs`_,..id rbf-.Ya;�.k .�m+sk/`�"sn,��ue` ���"'S�E-3�i".'i;�'�'"�u' � 7s a+"�::f-•
>� �`.x.a. 't ,. 4 .�. `�'�r�fx���- �s.�a � i..:.r,�sr:;;�TU
Roof '. Precast concreteplank floor above space
Steel Joist Floor NA
Domposite Steel Floor NA
Doncrete Floor(*) NA
Post Tensioned Concrete Floor(") NA
Slab on Grade 4"(Presumed)
=oundations(for Exterior Storefronts) NA
3earing Capactiy NA
=rest Depth NA
Structural Slab on Grade NA
Deep Foundations NA
:-)If concrete floor verify to make sure that floor is not post tensioned(")If post tensioned floor,discuss with Principal before proceeding
Tenant Fit-Out Design Criteria
Project No 2016-1172 Date 5-Jan-17
Project BBW-Santa Anita Prepareo Bt JCP Dc-
iorson•Baker+Associates Project Site Arcadia,CA • Principal: DLN
Cr'rpE�l(� �dRITEpp.Ill��R3#� `��{•�r- ''���tp�,�t3,.,,t`� +.�-_r'6t E -�8 erh'���Y3N`4 r-�3 'l'-'�4 3.,. �'x 3 .^�•p r �'r.� �e^:s'�' .
E -ani. i ,lg-Ni k a`s�Au't rc''!TxVV 2 'iC i'r cc?;.; iv �t':;�€.�ri.,g—I b:'r�£G'#y ',.- -i.`fx�,+ra a'a4 cs h`.�i' 'kiixi,��fIWFOX`e{: i;t..
-- F, ,3 Yt '`'�Y a' ,i YR, "'$ 'fixr k.' 1 4 Ai eg t 4,qf `Ii yr :, IX. to f 1 .s x 1 p �'a�Via'"' " .•-, g 4 �,ti�tW it +1,
rJesig`iisLl.Y.eLoads _a,F..sz&f .> f .4 std. ,k 4 t imt } � r $ s4. � fit i $ S
Platform/Loft. NA
.xisting Supported Floor Live Load Reduction 0 Yes 0 No
ether
-Wffiikd ififi4 r' Y tfAWX kt ASartRMNSg ;t tlt.g4 v€aP a VMdfatnigXaaMAt,i ?k b'
'iind•Speed . . 115(ultimate)
'nportance Factor 1
Exposure C
_Fcceleratiori Coefficients(Ss,S1) .2.568,.979
Importance Factor 1
-"eismic.Occupancy Category II
eismic Site Class D
_eismic Design Category(*) E
Lateral Resistance System NA •
Provide to Architect immediately for their use in determining interior bracing requirements
j atIrda it g}Cl tisaittla foofai o+f"s.1.oailt a iliilital trid1l -, NAfa �t ie t P
Ground'Snow Load . '0 -
ciat•Roof.Snow Load 0
ain on:Snow.Load 0
inin uirrperBuilding Official '20
Final Design Roof Load 20
u�nd tli teittekta - TOR ; zW . _ � i g TiNTWA OW4l P . EAMOM ' ra to
'ifindetibn Type NA -
nearing Capacity NA
Frost Depth NA
ether NA
o ' Tenant Fit-Out Design Criteria
Project No 2016-1172 Date 5-Jan-17 •
Protect: BBW-Santa Anita Prepared 01 JCP 0
Thorson•Baker+Associates Project Site: Arcadia,CA Prncipai. DLN
•s;.i :r.. ,` .t ':.p.,,, s c :jk�k.S ri''''r ix�'b` 3+:;("7 z ."'71'ir'Ls 33'S7�+ ;" C;}F 3'.Yttm''ih,.tai .,�>.., 5t,ar GH f Zy Y- x{`•'t,Si
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Full General Notes: ❑ SheetSpec General Notes: 0
•
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ties 1��CI�fd�(fr��"� .��g� �,.� i� � �:t .r���:.-.,�ss�..� :y a3�� :rw�<.r•u �:��y��'�t�,s. � �%� �.M ��ik�. .���. �:,���:��.
Tenant Fit-Out .p. 2/1/2010
•
Glite`okfls0 ri �#1 01.010 M"1f <l1` ,,AMi �i^ k lMORMITO MANWE 4Witai '
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Tenant Fit-Out - ❑ 2/112010
;Preliminary - • ❑ 4/7/2011 -
General Coordination ❑ 2/1/2010
General Notes ❑ 2/1/2010
,FN D-Spread footings ❑ 2/1/2010 • •
'l ckrtlfh" fiIia bietdW ifla l tdfksltd'OMItlot uxafks iselst(edm gniaf ai!)O1adyfn iVand S PsiniMii<l spree $., r'` c
A#fi ah"tatINAKEIVO co fiata•li i j•jo_1.: d fi; �. 11 t.
- -.F r. . :+°fir .,., dam`
1Kesi,,rQga ipngak.� ,f Y.�t � A ".{ i• • 7'^'1ie" 404., �Y'.`" .!F l'9,`.0.r 0.1004?'.F-.+^'+444.-�fL1'"s'?�A?w'`T'z�Yo'.;?tMM.'Y2'RI#ItiffaNg
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' USES Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
' Site Coordinates 34.14002°N, 118.03529°W
Site Soil Classification Site Class D -"Stiff Soil"
_ Risk Category I/II/tIII
- %i, kr cIt +fix,; ` - .1.1."7.7-,. -r,rL(t i... .tr T i aS7G, 7 p a - .,�c ff,,,:r
�I sal,' �fr r, r, "• 1 � < r „�1�SS �'i t atT t ;z '",- ,
.* . f .,,. �ee�" Sx-, r3; �, 4 ,-, '9, - .PAt.,.' p` ",:-.4;;..;,:".c, ,� 7•s?1 d , S�
-���'s�{�'sd �,,,`..y'r'r�� c� + c p �`t, , y@;;zhl ai � '�� � i#� 7 � �1�� p%t�����
ti�,'r ���l��r,{ � tR c!'��`�j },�•% v a¢ - � � > r � n 1'FS' ��.Q i��,� <{
ifi '(r C' 9 ,4-1, 1 `, '.4,i i '9 Y 7 L+�`w. fr ;'7,41.4. 'h s,,� ZT �( r��}`
f�l� 1 1 l�/t��� .4 4341,1'
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f : h Xf0.,7 ,341 3 ":-:7-' °^ 4 ,y47..1471,
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'urt.c c r j. 4S^ i ' § o:.AAI . 1�`d"P.1,- rub i y`'a,. „ 1"T. '.a.-' ¢ I`' a. s 4 - , cs.l� If- is 4ks _
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`ST , 1, Ii � 4. Its* 1; +�. ..Y'w,i,�d+e,x R,s• ', ---v.0 "'� 1sy;11,: r+ 'S J
_ F�,�,,./_ ,,,`,,,„, .[,.',;},.8 t ,-..,:.-,714,� e- 64 7,p � ,4t �7 ir. �Y''.0II,S�,!,.-E,-`... r 'h1, nf'f!E` �`^s ?4, 'i,
•'+"14,14 lfYc�'-H. it"y- c Gil,[�',�i t �r �' ��' t9 'Iy, `•�'�'�t��1 t41+r3 EndQ,ra ` Jfi:- 4 d"r'-+ f�.z�ii , _7$ Ivst ; ` `ct 1y j . 0y `r-• Lr S K' d�-,y .1-,
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1 i s ��'�p n" tit, w i ew,
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,(may yy. 3. - -i 4'
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tt l a 4 :.:�t4 `�Q`� -4 1 5P trF F t R s h- � f,r�,al 'i' t�, e q-(i i,c
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d( to t a�,e�.i J✓ t% i) s ryt-tstn 0)11.91"�{. },{ k 1c tc a:'h .:1:&-*„...''
x t
;.2. C.1 ! _ it,. - ieR 5.,..: 4t i'1.,,� zz.€.. .,j .._ ,. fc cuf.L l .g sLt ,-J_;i6- .�_,Ve..? :uM.� `Uu� ,. '!.✓.rr.-..
USGS-Provided Output
SS = 2.568 g SMS = 2.568 g SDS = 1.712 g
Si = 0.979 g SM, = 1.468 g SD, = 0.979 g
-For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
2.86 1.99
2.50 1.80
2.35 1.62
2.08 1.44
1.82 1.26
1.56 T 1.08
M 1.30 Mcri 0.90 i
1.04 0.72
0.78 0.54
0.52 0.36
0.26 0.19
0.00 I I I I 1 I I I I I 0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00
Period,T(sec) Period, T(sec)
For PGA,„ T„ CRSA and CR1 values, please view the detailed report.
,
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
'ttp://earthquake.usgs.gov/designmaps/us/si3mmary.php?template=minimal&latitude=34.140018332525614&longitude=-118.03529005331288&sitecless=3&rislc.. 1/1
Title: Job#
Dsgnr: Date: 5:10PM, 7 FEB 17
Description :
-1 i
Scope. S i
Rev: 580000
User:KW-0602333,Ver 5.8.0,1-Dec-2003 Page 1 •1 i
(c)1983-2003 e Multi-Span Steel Beam 2016-1172e
ENERCALC EngineeringSof- - ... av:Calculations
Description Multi Span for Front Beam
General Information i
.. _.,. .s. wr-.,y a., a:- V..:: .. .a............. . .a.. r...'.a... a,:....":. ..-..::. _.•-r, - .,sem- _!
Fy-Yield Stress 46.00 ksi Load Duration Factor 1.00
All Spans Considered as Individual Beams
Span Information
�::,a.,tzrr<rtes+:e.s^.eGseaxrearw,.a:=�:w.«.u.a�.y:.�.s..r..m�cr.y.e.-..,�..s, uvnr.rr+.awr.+.-sr•,+-.:.+.-., +-.w..-.,.».r,rxatt,+rr.,•...,riM.:x-:w>r>wxFt_.,,F.,>..,aeaa-.�rnti ! '.'" f.+arz.raK,r .
Description Storage Span Main Span Right Span
Span ft 7.00 33.00 4.00 --
Steel Section HSS1OX6X1/4 HSS14X6X5/16 HSS10X6X1/4
End Fixity Pin-Pin Pin-Pin Pin-Pin
Unbraced Length ft 0.00 0.00 0.00
Loads
Live.Load Used This Span?_ Yes Yes Yes
Dead Load k/ft 0.100 0.100 0.100
Live Load k/ft
-
Results ' r
Mmax @ Cntr k-ft 0.61 13.61 0.20 _
@ X= ft 3.50 16.50 2.00
Max @ Left End k-ft 0.00 0.00 0.00 - -
Max @ Right End k-ft 0.00 0.00 0.00
fb:Actual psi 379.3 4,219.4 123.8
Fb:Allowable psi 27,600.0 27,600.0 27,600.0
Bending OK Bending OK Bending OK .
fv:Actual psi 0.0 0.0 0.0
Fv:Allowable :psi 18,400.0 18,400.0 18,400.0
Reactions&Deflections
Shear @ Left k 0.35 1.65 0.20
Shear @ Right k 0.35 1.65 0.20
Reactions...
DL @.Left k 0.35 1.65 0.20 _
LL @ Left k 0.00 0.00 0.00
Total @ Left k 0.35 1.65 0.20
DL @ Right k 0.35 1.65 0.20
LL @ Right k 0.00 0.00 0.00
Total @ Right k 0.35 1.65 0.20
Max. Deflection in -0.002 -0.340 -0.000
@ X= ft 3.50 16.50 2.00
Span/Deflection Ratio 43,697.6 1,166.4 234191.7
Query Values i --
rr R .„„ -,-,,t;,.,„„.„_„....__„..-. z,r„ws.=,,,x,w4,ns?,t,,,,,,,,,,c .nr. .-,,,,,a,.•.:l=,,,,, .,.F .v.,Er,-7-^_,..fc-:M- :rS.K,ry;Se•;u,,ht!.,e-'•-TA:: a-1,,,, .i,v:,�iF sr,:ci..
Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Shear k 0.35 1.65 0.20 0.00 0.00 0.00 0.00 0.00
Moment k-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
.
,_
Box Beam Design Sr
Job#: 2016-1172 Date: 2/7/2017
Project: BBW-Santa Anita Prepared By: JCP
Project Site: Arcadia, CA Pricipal: DLN
Description: Storefront Header-Rear Span (Worst Case)
Span(L)= 33 ft F = 50 ksi
Laterally Braced @: 4 ft
Gravity Loading Calcs:
Gravity Line Load = 50 plf
Lateral Loading Calcs:
Trib Height Below= 4 ft Trib Height Above= 2 ft
Wind Load(Ww)= 5 psf Wind Line Load= 30 plf
Seismic(SDS). 1.712ap= 1
Ip= 1 Rp= 2.5
Line Load =[(Wp*z*ap*SDS*0.4)/(Rp/Ip)]*[1+2*(z/h)]= 68 plf
IIIIME11111 *Seismic Controls
r;RI fii�WAIP:
Gravity Lateral
Load(w)= 50 plf Load (w)= 68 plf
M= (w*L2)/8 6.81 ft*k 0.14 ft*
A= L/ 400 0.990 in 0.990 in
S REQ= M/(0.6*Fy) 2.72 in3 0.05 in3
I REQ= (5*w*L4) 46.47 in4 0.01 in4
(384*E*A)
Try: (2) 14"CSJ Studs x 14 GA wl(2) 3 5/8"TSB Tracks x 18 GA
Sx= 6.836 in3 Sy= 0.968 in3
Ix= 56.686 in4 ly= 1.616 in4
BOX BEAM IS SATISFACTORY
\\Tbs-projects03\2016\2016-1172\Engineering\Engineering-Structural\2016-1172 Rear Span Box Beam Calc.xls
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?1 ,76 (2,07 t` 7, V> 1 �fl
C N ! 01„ 3er ( 2. S frrig'ri' , 1:23 reirec.1:4-6. ,0
' Title: Job#
Dsgnr: Date: 11:55AM, 8 FEB 17
Description:
Scope:
Rev: 580000
User.KW-0602333 Ver 5.8.0,1-Dec-2003 Page �1
�(c)1983-2003ENE�2CALC EngineeringSofhvare Single Span Beam Analysis 2016-1172ecw:RTU
c®s^}cssu: m•mmz° .asxarmxaassiwfsr�aa.-..r.- :� - ss.snsac:n.-u.. •;.. ,
- Description (E) Condition
General Information '?
Center Span 30,00 ft Moment of Inertia 1,000.000 in4
Left Cantilever ft Elastic.Modulus 29,000 ksi
Right Cantilever ft Beam End Fixity Pin-Pin
Uniform Loads
.. ...; a.'�vs,fs's."•.xrr•.. - @X�• w • o. -"..e.� ..-....-..'s V�S-
On Center Span... On Left Cantilever... On Right Cantilever...
#1 0.784 k/ft #1 k/ft #1 k/ft
•
• Query Values a
Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft
Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear 11.76 k 0.00 k 0.00 k
Deflection 0.00000 in 0.00000 in 0.00000 in
f
iySummary
-- Moments... Shears... Reactions...
Max+@ Center 88.20 kft at 15:03 ft @ Left 11.76 k @ Left 11.76 k ,
Max-@ Center 0.00 k-ft at 30.00 ft @ Right 11.76 k @ Right 11.76 k
Maximum 99 R3_C3
@ Left Cant 0.00 k-ft
@ Right Cant 0.00 k-ft Deflections...
@ Center -0.493 in at 15.03 ft
Maximum = XB1 MI ' @ Left Cant. 0.000 in at 0.00 ft
@ Right Cant 0.000 in at 0.00 ft
Title: Job#
Dsgnr: Date: 11:55AM, 8 FEB 17
Description :
44LL3 Scope: —:
Rev: 580000
User:KW-0602333,Ver 5.8.0,1-Dec-2003 Page 1 $
(c)1983-2003 ENERCALC Engineering Software Single Span Beam Analysis ,.
2016-11 2.ecvrRTU.
Description (N)Condition
General Information
Li
Center Span 30.00 ft Moment of Inertia 1,000.000 in4
Left Cantilever ft, Elastic Modulus 29,000 ksi
Right Cantilever ft Beam End Fixity Pin-Pin
Uniform Loads
. _ .... ,_... ,,., . .. a.� , .:.
On Center Span... On Left Cantilever... On Right Cantilever...
#1 0.784 k/ft #1 k/ft #1 k/ft
Point Loads
•
Magnitude 0.200 k 0.200 k k k k
Location 3.000 ft 8.000 ft ft ft ft
Query Values -
.-,,,,..„-.„,..--.,,,,,..,,.......,....-,..„-,...7,—...,,,,,,- #.7-A`i;3".... LVieai.&b9 ,177 FM FrAgANt, ..54.VI+*t.33.$ .-^••--.�.0Me 47.0 _ ._
Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft
Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear 12.09 k 0.00 k 0.00 k
Deflection 0.00000 in 0.00000 in 0.00000 in
^:rraa,,,,,,rtr:. >icxar.:F<r a.- ..9
Summary
Moments... Shears... Reactions...
Max+@ Center 89.30 k-ft at 14.91 ft @ Left 12.09 k @ Left 12.09 k
Max-@ Center 0.00 k-ft at 30.00 ft @ Right 11.83 k @ Right 11.83 k
Maximum c j
@ Left Cant 0.00 k-ft
@ Right Cant 0.00 k-ft Deflections...
@ Center -0.500 in at 14.97 ft
Maximum = 89.3: eft @ Left Cant. 0.000 in at 0.00 ft
@ Right Cant 0.000 in at 0.00 ft
'
Adhesive Anchoring Systems .-!'jE]'1,,+',..- - j
"lit, M i
3.2.7 HIT-HY 70 Hybrid for Masonry Construction
Table 13-HIT-Hy 70 allowable adhesive bond seismic loads for threaded rods and A-14-1,L-
i 1
reinforcing bars in unreinforced brick masonry1'2,3 ,
Configuration A—Shear anchor or rebar dowel , z t3
Nominal anchor ,..
diameter Bar Embedment Minimum wall thickness Tension Shear4 ` . 4
in. size in. (mm) in. (mm) lb (kN) lb (kN) Le Y ' 1
1/2 4 500
(2.2 ., i
5/8 5 8 (203) 13 (330) - - 750 3.3� r ' '
3/4 6 - - 1,000 (4.5)
Configuration B—22 1/2°combination anchor 1.
f
Nominal anchor diameter Embedment Minimum wall thickness Tension Shear' S*O'''*,i. 4
in. in. in. (mm) lb
Within 1 inch of the 1 `, "
3/4 13 (330) 1,200 (5.3) 1,000 (4.5)
opposite wall surface
1 Allowable load values are applicable only to anchors where in-place shear tests indicate minimum mortar strength of 50 psi. _ a;
2 Allowable loads are computed in accordance with ICC-ES AC60(2010)and IBCi`• •F+* ,
3 No increase for short-term loading is permitted,such as loading induced by wind or earthquake. 7 y'.,,4aj
4 Anchors must be tested in accordance with the requirements of IEBC and UCBC. ,r
Figure 9— Hilti HIT-HY 70 shear anchor Figure 10—Hilti HIT-HY 70 with 22-1/2° ,,,,%:,:.,44-7,, I
or dowel in configuration A combination anchor in configuration B :,'
Varies 8,, '';',,:;:,17.-°.,,,t,,,j,:vi..1:4:".;..
24I
r t
-494 �s Shear anchor n ' 1� p :. lr r 4} 1/2-,5/8-or 3/4-in. it �` _, 3/4-in.diameter :3,'F l, diameter ASTM A307 ASTM A307 I ;
rN / t € .Faru /threaded rodn€a' Y f threaded rod u� 3�'�rr�" 'ri Ir�� 111111114.�IlnilllllllllllllAlllllllllllllllmatlllllrav __ +ra. a� _ 3 tr, Q Sheardowelno.4. — j� \\\allnrll .�-
1 i
r- �y j '41. ,? no.5 or no.6 rebar ,3 411'?ir ,\\\\\ -''• ,tr-:: t s t!i ,t-s.3r "4 221/2° i.+4•U\� ^;3j4�voon. , -. Screen tube In ` i tit ! a,- 14-A. `` i Screen tube In
1-in.diameter hole _' ,.1-in:diameter hole ,i, _Table 14-HIT-HY 70 allowable adhes've.bond loads for threaded rods in hollow core concrete panels1.4.5,6Nominal anchor Effective Minimum
diameter embedment concrete thickness Tension Shear ,
in. in. (mm)2 in. (mm)3 lb (kN) lb (kN) 9,i 9
3 2 (50.8) 1-3/8 (34.9) 0 p;' (2.0) 560 (2.5) a
1 All values are for anchor installed in hollow core concrete with minimum compressive strength of 7,000 psi.Due to variations in materials and dimensional
I
configurations,on-site testing is required to deterinine the actual performance of the anchor.Allowable loads are calculated using a safety factor of 5. . A
2 Tabulated embedment depth is limited bythe length of the plastic HIT-SC 16x50 mm screens.See figure 11. ,40.
P 9 P r.
3 The required concrete thickness is the thickness for which values are available and installation is recommended.Anchors shall be installed along the centerline of the Al
.
hollow core or along the line of minimum thickness.Verify these requirements with the hollow core plank supplier before installation.The required thickness is measured :Alt
?3
from the inner to the outer side of the hollow core panel.In case of deviation from the outlined requirements,field testing is required.See figure 11_ *:,
4 Tabulated allowable loads must be the lesser of the adjusted concrete or bond values tabulated and the steel values in table 4. ,1.
5 Tabulated allowable bond loads shall be adjusted for increased base material temperatures in accordance with figure 12. l ,
6 The required adhesive gel and cure times shall be identical to the values adopted for masonry. -
Figure 11 -Hilti HIT-HY 70 adhesive installed in hollow core concrete " 3
i> - -. z -r i' . Representation of .y
s•• •.:i the tested conditions 'Y s
:., for which allowable 4
: ' °c ' adhesive band
c'p,,..,: loads are applicable.
l Refer to footnote 3 e+!(
;i of corresponding :
r -
'r load table above for
i • ' I
, 'r .,:::.n.,:::: F,1;a mom information on x,.�
c h a requirements and
6 'I restrictions on the ''.
p 9 `1•t' admissible anchor
installation.
1 a,w1.3/8;_s. V''' ,, Admissibleanchbrlocaticn' 1 ;i - f-�
3/8-in.diameter threaded rod V4+
in combination with HIT-SC 16 x 50 mm ,,0
170 Hilti,Inc.(US)1-800-879.8000 I www.us.hilti.com I en esparto)1-800.879-5000 I Hilti(Canada)Corp.1-800-363-4458 I www.hilti.ca I Anchor Fastening Technical Guide 2014 `4
ECLIPSE ECLIPSE - ENGINEERING . COM
ENGINEERING
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
PIPP Po #24465 SO #59880
h Er, 0 n 0.017i
�9PpFESSlUj�44
Bath & Body Works #780 i�� Nicholas StiverBumam2,
C . 8 g =3.
Santa Anita Fashion Park -, CMI En -eer
400 S. Baldwin Ave - Space #Al2 �
-of _�A��F
•
Arcadia, California 91007
Prepared for:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, MI 49544
Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed
and mobile base supports, and the connection to the existing partition wallsfor both lateral and overturning
forces as required by the 2016 California Building Code. These storage racks are not accessible to the
17
general public.
540
MISSOULA COLUMBIA FALLS SPOKANE BEND
113 West Main,Suite B,Missoula,MT 59302 729 Nucleus Ave,State D,Columbia Fads,MT 69912 421 West Riverside Ave.,Suite 421 Spokane,WA 99201 376 SW Bluff Drive,Suite 8,Bend,OR 97702
Phone:(406)721-5733•Fax(406)721-4998 Phone:(406)892.2301•Fan:406892-2368 Phone:(509)921.7731•Fax(509)921-5704 Phone:(541)389-9659•Far(541)312.8708
..
s
EC LI PS E
BATH&BODY WORKS#780 2/9/2017
• ENGINEERING ARCADIA,CA Rolf Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN
2016 CBC & ASCE 7-10 - 13.3.1 & 15.5.3.4
Design Vertical Steel Posts at Each Corner - Shelving Dimensions:
Are Shelving Units set as Single Depth(1)or Back to Back(2)? Nu:= 1
Total Height of Shelving Unit- ht:= 10.00-ft plf:= Ib•ft 1
Width of Shelving Unit- w:= 4.00.ft psf:= lb.ft—2
Depth of Shelving Unit- d:= Nu•(1.5•ft) = 1.5ft pcf:= lb.ft—3
Number of Shelves- N:= 5 kips:= 1000.lb
Vertical Shelf Spacing- S:= 30.00.in ksi:= kips.in 2
Shelving Loads - Maximum Live Load on each shelf is 100 lbs:
Weight Load in Design Live Dead Load
per shelf- psf- Load on Shelf- on Shelf-
Wtj:= Nu•(100.lb) = 100lb LLj:= WtI = 16.6667.psf w•d LL:= LLi= 16.6667 psf DL:= 2.50 psf
Section Properties of Double Rivet 14 Gauge Steel 'L' Post :
Modulus of Elasticity of Steel- E:= 29000.ksi Steel Yield Stress- Fy:= 33.ksi
Physical Dimensions of L Post: Density of Steel- psteel:= 490.pcf
L Post Width-out-to-out- b1:= 1.500.in L Post Depth-out-to-out- d1:= 1.500.in
Radius at Corners- R0:= 0.188.in Post Thickness(14 Gauge)- t:= 0.0750.in
L Post Width-End-to-IF- L Post Depth-End-to-IF-
bic:= b1— t= 1.425•in dip:= d1— t= 1.425•in
Radius of Gyration in x and y- rX:= 0.5390•in ry:= 0.5390•in
Section Modulus in x and y- 5x:= 0.0396.in3 Sy:= 0.0396.in3
Moment of Inertia inxandy- lx:= 0.0406.in4 ly:= 0.0406.in4
Full&Reduced Cross Sectional Area's- Apf:= 0.225.in2 Apr:= 0.138.in2
Length of Unbraced Post- L,<:= S= 30.00•in Ly.= S= 30.00•in Lt:= S= 30.00•in
Effective Length Factor- K,:= 1.7Ky:= 1.7 Kt:= 1.7
Weight of Post- Vertical DL on Post- Vertical LL on Post-
W := steel A lit= 7.661b P :_ DL w d•N + W — 26.411b P1:— LL•w•d•N — 125lb
p P Apr d — 4N p— � — 4. u
Total Vertical Load on Post- Pp:= Pd + Pi= 151.411b
1
ECLI PS E BATH 9 BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong,PE •
Floor Load Calculations :
Weight of Mobile Carriage: W,:= 0.Ib Total Load on Each Unit: W:= N •4•Pp+ Wo+ W11= 705.63 lb
Area of Each Shelf Unit: A„:= w•(d+ 12.in) = 10 ft2 Floor Load under Shelf: PSF:= — =W 71.psf
At,
NOTE:SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load - ASCE-7 Seismic Design Procedure:
Building's Risk Category- BRC:= 2 Importance Factor- lE:= 1.0
Determine Ss and S1 from maps- SS: 2622 S1:= 0.992
Determine the Site Class- SSC:= "D"
Determine Fa and F„ - Fa= 1.000 F,= 1.500
Determine SDs and Spl_ SDS:= 3•(Fa•Ss� 1348 SD1:= 3•(F;Si)= 0.992
J _
Seismic Deisgn Category- JSDC= "E"
Structural System-Section ASCE-7 Sections 13.3.1 9 15.5.3.4.:
4.Steel Storage Racks R:= 4.0 Ito:= 2 Cd:= 3.5
Rp:= R ap:= 2.5 Ip:= 1.0
Total Vertical DL WP Total Vertical LL
Load on Shelf- Wd DL•w•d+ N„.4.N = 21 Ib Load on Shelf- W1:= LL.w.d= 100lb
Seismic Analysis Procedure per ASCE-7 Sections 13.3.1915.5.3.4:
Average Roof Height- hr:= 36.0.ft Height of Rack Attachment- z:= 0.ft Grou For
Ground floor)
0.4 ap•SDs
Seismic Base Shear Factor- Vt:= Rp •'1+ 2. z = 0.437
Ip
Shear Factor Boundaries- Vtmin 0.3•SEG.Ip= 0.524 VtmaX:= 1.6•SOS.IP= 2.797
Seismic Coefficient- 114:= min(max(Vtmin,Vt),Vtmax) = 0.524.
Overstrength Factor- It:= 2.0 NOTE: By ASCE 7-10 Section 13.3.1,S2 does not
apply for vertically cantilevered architectural systems.
2
ECLI PS E BATH 8 BODY WORKS#780 21912017
• ENGINEERING ARCADIA,CA Rolf Armstrong,PE
Seismic Loads Continued : ASD t_RFD
For ASD,Shear maybe reduced- Vp:= 0.7•Vt= 0.367 VI*:= Vt= 0.524
Seismic DL Base Shear- Vtd:= Vp•Wd•N = 38.771b Vtdo:= Vp�•Wd•N = 55.39lb
DL Force per Shelf: Fd:= Vp•Wd = 7.751b Fdo:= Vpd,•Wd= 11.081b
Seismic LL Base Shear- Vd:= V •Wi•N = 183.54 Ib Vti�:= Vpd,•Wi•N = 262.2lb
LL Force per Shelf: F1:= Vp•Wi= 36.711b F1 := Vpd,•Wi= 52.441b
0.67 LL Force per Shelf: F1.67:= 0.67•Vp•Wi= 24.59 lb F1674):= 0.67•Vp4,•Wi= 35.13 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions-Condition#1:Each Shelf Loaded to 67%of Live Weight:
Cumulative Heights of Shelves-
H1:= 1.0•S+ 2.0•S+ 3.0•S+ 4.0•S+ 5.0•S
H2:= 0 H:= H1+ H2= 37.50ft
Total Moment at Shelf Base- Mt:= H•Wd+ H.0.67•Wi= 3304.69 ft-lb
Total Base Shear- -V1:= Vtd+ 0.67•V1= 161.74 IP" Vld,:= Vtd,+ 0.67•Vt1 = 231.06 lb
Vertical Distribution Factors for Each Shelf-
Wd•1.0.S+ 0.67.1.0•S Wd•2.0•S+ WI.0.67.2.0•S
C1:= = 0.067 C2:= = 0.133
Mt Mt
F1:= Ci-(Vi) = 10.781b F1.0:= C1•(V1o) = 15.401b F2:= C24V1) = 21.571b Fat,:= C2-(V4) = 30.81 lb
Wd•3.0•S+ Wi•0.67.3.0•S Wd•4.0•S+ Wi•0.67.4.0•S
C3:= = 0.200 C4:= = 0.267
Mt Mt
F3:= C3•(V1) = 32.351b F34,:= C3•(V1o) = 46.211b F4:= C4.(Vi.) = 43.13lb F4d,:= C4.(V1o) = 61.621b
Wd•5.0•S+ Wi 0.67.5.0•S
C5:= M = 0.333
t
F5:= C5•(Vi) = 53.91 lb F5,0:= C5•(V1d,) = 77.02lb
C1+ 02+ C3+ C4+ C5= 1 Coefficients Should total 1.0
3
ECLI PS E BATH&BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong, PE -
Force Distribution Continued :
Condition#2:Top Shelf Only Loaded to 100%of Live Weight
Total Moment at Base of Shelf- Mta:= H Wd + (N)•S.Wi= 2042ft.lb
Total Base Shear- V2:= Vtd+ F1= 751b V20:= Vtdd,+ Fid= 1081b
Wd•1.0•S+ 0.Wi•1.0•S Wd•2.0•S+ 0•W1.2.0.S
Cla:= = 0.026 C2a:= = 0.052
Mta Mta
Fla:= Cia•(V2) = 2lb Flab:= Cla(V20) = 2.81b F2a:= C2a•(V2) = 3.9lb F2a4,:= C2a(V20) = 5.61b
Cia+ C2a+ C3a+ C4a+ C5a= 1 Coefficients
Should total 1.0
•
Condition#1 Controls for Total Base Shear
By Inspection,Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in 1 SBending Stress Ms
Short Direction: Ms'= max(Vl, v2) = on Column- fbx:= =
N 15.32 ksi
u4 2S x
Allowable Ratio of Allowable/ tbx i MUST BE LESS
Bending Stress- Fb:= 0.6 Fy= 19.8 ksi 07
Ultimate Stress- Fb '7THAN 1.0
Bending at the Base of Each Column is Adequate
4
ECLI PS E BATH>1 BODY WORKS#780 21912017
• ENGINEERING ARCADIA,CA Rolf Armstrong,PE
Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations.
VA1:= V1— F1= 151 lb VA2:= Vol— F2 = 129 lb VA3:= VA2— F3= 97 lb
Vola:= V2— Fla= 741b VA2a Vola— F2a= 701b Vo3a Vola— F3a= 641b
E
1 max(VA1,VAia)•S3 S 1 max(VA2,VA2a� S3
D13
:= = 0.0721.in — - 415.96 02:= = 0.062•in
Nu.4 12.E.l Ol Nu•4 12•E•l
Da:= 0.05.ht= 6•in
/ t:= + 6,2+ 6,3 + 6,4+ 05= 0.207.in
if(At< Aa,"Deflection is Adequate","No Good") = "Deflection is Adequate"
Note:The deflection shall not exceed 5%H1,so shelving deflection is adequate.
Moment at Rivet Connection:
2
Shearon dr:= 0.25 in Vr:= MS = 404.36 lb Ar:= dr = 0.0491.in2
each rivet- 1.5.
.5 in 4
Steel Stress Vr Ultimate Stress on Rivet Omega Factor
on Rivet- fv:= A = 8.24•ksi (SAE C1006 Steel)- Fur = 47.9ksi (ASD)- ft,:= 2.0
r
Allowable Stress 0.4.Fur Ratio of Allowable 1 fv
on Rivet- Fvr:_ = 9.58•ksi Ultimate Stress- — = 0.86 MUST BE LESS THAN 1.0
�r Fvr
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Seismic Uplift on Shelves :
Seismic Vertical Vertical Dead
Component: Ev:= 0.2•SDs (DL+ LL)•w•d= 40.201b Load ofShelf: D:= (DL+ LL)•w•d= 115.00 lb
Note:since the shelf LL is used to generate the seismic uplift force,it may also be used to calculate the net
uplift load. For an empty shelf,only the DL would be used,but the ratio of seismic uplift will be the same.
Net Uplift Load on Shelf: Fu:= E„— 0.6.D Fu= —28.801b
Note: This uplift load is for the full shelf. Each shelf will be connected at each corner.
Number of Shelf 4 Uplift Force F : Fu— F 7.201b
Connections: = _per Comer: u� N uc= —
c
NOTE:Since the uplift force is negative,a mechanical connection is not required.
5
.*,1% EC LI PS E BATH 9 BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong, PE •
Find Allowable Axial Load for Column :
Allowable Buckling Stresses-
Tr2•E
gex:_ / \2 vex= 31.97.ksi
II Kx'Lx Il
rx )
Distance from Shear Center t•dict'bic2
to CL of Web via X-axis e�:= e0= 1.9043.in
4.1x
Distance From CL Web to xo:= 0.649•in— 0.5•t x0= 0.6115•in
Centroid-
Distance From Shear Center xo:= xo+ eo xo= 2.5158•in
to Centroid-
Polar Radius of Gyration- ro:= Jrx2+ ry2 + xo2 r0= 2.6287.in
Torsion Constant- J:= 3•(2.for + di.t3) J= 0.00063•in4
t•bi3•di2 (3.bi•t+ 2.40 6
Warping Constant- C := Cw= 0.0339.in
12 6.bi•t+ di•t )
Shear Modulus- G:= 11300.ksi
1 r Tr2•E.Cwl
vt:= G•J+ vt= 11.4105.ksi
Apr rot L (Kt•Lt)2
2 _
(3:= 1— p
Ir x01 = 0.0841
ro 1
Fet:= 1R' (vex+ vt) —/(o-ex+ vt)2— 4•(3•vex'vt Fet= 8.5509•ksi
Elastic Flexural Buckling Stress- Fe:= if(Fet< vex' Fet,vex) Fe= 8.5509•ksi
Allowable Compressive Stress- Fo:= ifrFe > FY, F .r1— Fy. 1, Fe Fn= 8.5509•ksi
L 2 4.Fe)
Factor of Safety for Axial Comp.- no:= 1.92
6
k5. ECLI PS E BATH&BODY WORKS#780 2/9/2017
• ENGINEERING ARCADIA,CA Rolf Armstrong,PE
Find Effective Area -
Determine the Effective Width of Flange-
Flat width of Flange- wf:= b1— 0.5•t Wf= 1.4625•in
Flange Plate Buckling Coefficient- kf:= 0.43
w F
Flange Slenderness Factor- a := 1052 f n of= 0.5372
t E
0.221 1
pf:= "1— Xf )•
Xf pf= 1.0992
Effective Flange Width- be:= if(Xf> 0.673, pf•Wf,wf) be = 1.4625.in
Determine Effective Width of Web:
Flat width of Web- ww:= d1— t ww= 1.425.in
Web Plate Buckling Coefficient- kw:= 0.43
w
Web Slenderness Factor- Xw:= 1 w
• ° aw= 0.5234
{� t E
pw:= (1— 0.221 1 Pw= 1.1075
Xw ) �w
Effective Web Width- he:= if(Xw> 0.673, pw•ww,ww) he = 1.425.in
Effective Column Area- Ae:= t•(he+ be) Ae= 0.2166•in2
Nominal Column Capacity- P„:= Ae•F„ P„ = 18521b
P
• Allowable Column Capacity- Pa:= n Pa= 9641b
�o
Check Combined
Stresses - �2•E Ix
Pax Pm(= 4467.69 lb
(Kr.LO2
Pcr Pcrx Per= 4467.69 lb
(no•Pp)
Magnification Factor- a:= 1— = 0.935 C,„:= 0.85
Pcr )
Combined Stress: Pp + Cm•fbx = 0.86 MUST BE LESS THAN 1.0
Pa . Fb•a'
Final 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS
Design:
NOTE: P is the total vertical load on post, not 67% live load, so the design is conservative
7
„'"4 EC LI PS E BATH Fi BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong, PE -
STEEL STORAGE RACK DESIGN - cont'd
Find Overturning Forces :
Total Height of Shelving Unit- ht= 10ft Width of Shelving Unit- w= 4ft
Depth of Shelving Unit- d= 1.5ft WORST CASE
Number of Shelves- N = 5 Vertical Shelf Spacing- S= 30.in
Height to Top Shelf Height to Shelf (N + 1)
Center of G- htop ht= 10 ft Center of G- ho:-
2
•S= 7.5 ft
From Vertical Distribution of Seismic Force previously calculated-Controlling Load Cases:
ASD Ma:= F1.1.0•S+ F2.2.0.S+ F3.3.0.S+ F4.4.0.S+ F5.5.0.S
Moments- Mb:= 0
LRFD Mao:= Fw1.0.S+ F24,•2.0.S+ Fw3.0.S+ F44).4.0.S+ F54).5.0•S
Moments- Mb4,:= 0
For Screws-ASD For Anchors-LRFD
Weight of Rack and 67%of LL-
W1:= N.(0.6 — 0.14.SDs)•(Wd+ 0.67.W1) = 156.55 lb W14,:= N.(0.9— 0.2.SDs)•(Wd + 0.67.WI) = 242.52 lb
Overturning Rack
and 67%of LL- M1:= Ma+ Mb= 1482.66 ft.Ib Ml4,:= Mao+ Mb4, = 2118.08 ft.lb
Seismic Rack and 67% T1:= Olb T1�:= Olb
of LL Tension&Shear-
V1= 161.74 lb V14, = 231.06 lb
Weight of Rack and 100%Top Shelf-
W2:= (0.6— 0.14•SDs)•(Wd•N + w1) = 73.05lb W24):_ (0.9— 0.2•SDs)•(Wd•N+ W1)= 113.18 lb
Overturning Rack and
100%Top Shelf- M2:= Vtd•ho+ Fr htop= 657.88 ft.lb M24):= Vtdo•he+ Fac.htop= 939.82 ft.lb
Seismic Rack and 100% T2:= Olb T20:= Olb
of LL Tension&Shear-
V2= 75.481b V24, = 107.83 lb
Force on Column Screws &Anchors:
Tension Single - Tam,:= max(21, 22,0.1b))
•Ib)= 80.871b Tsai*,:= max(T14,T20,0.1b)= 0.00
V14, V2,4,
Shear Single- Varna),:= max(Tl,T2,0•Ib) = 0.00 \i mam,:= max —2 , = 115.531b
2
8
11 EC LI PSE BATH G BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong,PE
STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL
Tension(Uplift)Force Yield Stress of
at Corner. T:= 50 Ib Angle Steel: FyP:= 36.ksi
Thickness of Angle: to:= 0.075.in 14 ga Foot Plate
Width of Angle Leg: ba:= 1.25.in Length of Angle La:= 1.375•in
Section:
Distance out to L:= 0.75•in Section Modulus S ba tat = 0.0012 in3
Tension Force: of Angle Leg: e 6
Design Moment Bending Stress M
on Angle: M:= T.L= 3.125ft.lb on Angle: fb:= S— = 32•ksi
e
Allowable Bending Ratio of fb
b F := 0.90.F 32.4.ksi = 0.988 MUST BE LESS THAN 1.00
Stress: vP= Allowable Loads: Fb
Ultimate Tensile F — 65 ksi Gross Area of q •— b t 0.0938 int
Strength of Clip: uP the Clip: Age•— a a=
Effective Net
Area of the Clip: A„ Ago— ta•(0.375•in) = 0.0656•in2
Limiting Tensile Strength of Clip: Tem*,:= min (0.90.Fyp•Age),(0.75.Fee•Aec) = 3037.5 lb
lif(Toma*•>Tsmaz,; "Checks'Okay"., "No Good") = "Checks Okay"
14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT
NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE.
BEARING STRENGTH OF SCREW CONNECTIONS - AISI E.4.3.1
Omega for Bearing(ASD)- Sts:= 3.00 St := 2.35
Specified Tensile Stress of Clip 6 Post,Respectively- F„1:= 51ksi Fut:= 51ksi
Diameter of Screw- dee:= 0.25in
14 GA Clip Thickness- t1:= 0.075in
14 GA Post Thickness- ts2:= 0.075in
Nominal Bearing Strength-
Single Screw-ASD
rr
3 4.2 Fut• dss•ts2
(AISI GE4.3-3) Pns:= min 2.7•Fur dss•tsl = 22001b
2.7•Fut*dss•ts2 )J
Allowable Bearing Strength- Pas:= Pns = 733.3 lb
s_ts
9
•
,z3.5. EC LI PSE BATH G BODY WORKS#780 2/9/2017
ENGINEERING ARCADIA,CA Rolf Armstrong,PE
SCREW CONNECTION CAPACITIES (1/4"(1) SCREW IN 14 GA STEEL):
Note:Values obtained from'Scafco'tabels using an 0=3.00
Single Screw-ASD
Allowable Tensions, Pullout- Tsst:= 227lb
Allowable Tensions,Pullover- Tssv:= 6561b
Allowable Shear- Vss:= 600lb
The allowable shear values for(1)114"dia.screw exceeds the allowable bearing strength of Ref Attached'Scafco'Table
the connection. Therefore,bearing strength governs for screw connection capacity. forV&T Values
BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ):
Single Anchor-LRFD Ref Attached'HILTI'
PROFIS calcs for V S T
Allowable Tension Force- Tas:= 1051.1b Values
Allowable Shear Force- Vas:= 1466.1b
DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION:
Single Screw-ASD
Allowable Tension Force- Tasi:= min(Vss, Pas)= 600 lb
Allowable Shear Force- Vasi Tssv= 656 lb
USE: HILTI KB-TZ ANCHOR (or equivalent)-318"x 2" long anchor installed per the
requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use]J4" dia.
screw to fasten base to 14 GA shelf member.
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - (:= 5
USE 3/8"41 x 2" embed installed per the requirements of Hilti 3
/ C; 1 Wall Supported -
Combined Loading (Tsmax l Vsmax4� 'Usmax
0:01
+ = <1.00 Shear Loading
(Single Anchor)- = 0.1b � <1.00
Tas Vas OKAY (Single Anchor)- Vas OKAY
nu. I Vsmax ;max 1 Tension Pullout Tsmax .
Combined Loading • + 0.71• = 0.07 <1.00 = 0.36. <1.00
(Single Screw)- 1.10•Sts, Vasi Tasi ) OKAY (Single Screw)- Tsst OKAY
10
t% EC LI PS E BATH&BODY WORKS#780 21912017
ENGINEERING ARCADIA,CA Rolf Armstrong,PE
Connection from Steel Racks to Wall
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height- hr= 36 ft
Height of Rack Attachments- zb:= z+ ht zb= lO ft
(At Top for fixed racks connected to walls)
Seismic Base Shear Factor- Vt 0.4 ap Sos (I1+ 2. zb Vt= 0.68
Rp hr)
Ip
Shear Factor Boundaries- Vtmin 0.3•SEG.Ip= 0.524 Vtmax:= 1.6•SIDS.Ip = 2.797
Seismic Coefficient- Vt:= min(max(Vtmin,Vt),Vtmax) = 0.68
Number of Shelves- N = 5 Weight per Shelf- Wtl= 100 lb
Total Weight on Rack- WT:= 4.(Pd + 0.67.Pi) WT= 440.63 lb
0.7.Vt.WT
Seismic Force at top and bottom- Tv:= Tv= 104.83 lb
2
Connection at Top:
Standard Stud Spacing- Sstud 16.in Width of Rack- w= 4 ft
Number of Connection Points on each rack- Force on each connection point-
Nc:= maxr2,(floor(w 111 = 3 Fc:= Tv = 34.94 lb
L �Sstud JJJ Nc
Capacity per inch of lb Required Fc
W := 135•— d := — = 0.259.in
embedment into wood Nailer- s in Embedment Depth- s W
S
For Steel Studs:
Pullout Capacity for#10 Screw Ratio of Allowable Loads Fc MUST BE
in 20 ga studs(per Scafco)- T20:= 84•Ib for screws into walls- T20 = 0
'42 <1.0
Connection at Bottom:
Ratio of Allowable Loads a Tv MUST BE
for anchors into slab- 0.20 <1.0
0.7.Vas
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE AT THE BASE.
11
2/8/2017 Design Maps Summary Report
USGS Design Maps Summary Report
User-Specified Input ,
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 34.13492°N, 118.051°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
d �'7`' k ,. fir- R'�,, t ,.,-. �
f,. ` ..La Canada r. k 'V
kr - ,a ✓• J ti���.1 rFARpArta d -§ t-i a:� 'i '' e , ° t sf s Y 3
°+
. & -Y '1 ▪ z �t AI'taCi�'t�a l � g � �y ��, ! r �
1110'.Burbank ' ,M1•i -'''---:---17---0,";--:.: 1 kk s y 4 .' > '::
• 1" ,�", ! �„i_..-.. 'Y :A.;-44.0:•,,V)44 TMx ',X97 - fA +
° a, 1 l/ mo. ' f ril a,,, '- . . ::
ala f
C; �a : ,1-714;,'-'-?*'; y, t i i v zs :,,,,,,44444-:!,,i-5, 04 .sr� ( �' x, i
`i�iiendal , x 5aerra Mare �s ,
▪ , a,'.- I ;e ,e'n',.. t Iyy 11'i FDDL,11,al'I k ";�r- � i 3 �_ -
t e S'�4 • 1 ?i. �.:,,<.. 1 r f T I A, , �- . el :z' a'r�. It .: ,
�al�Citytt r.r - �- -f'asaoena { 1i :-" S---Iowa . Glendorai
3+ ,,, - ` c i • , I �l i� ,I Arc call' �i r'puart -,Awsa .,.
, I t r-; r' � k
- South Pasadena !lk 'Sari Marino l� .4,-, r' 7-11:--:',... .r.,?,,*,------,_
I ra41` ▪ r J I k5 Temple City „- I. i
1i .it 11h\t .� a.`�- Ai11+7mbr� l(` it I� ( _,,, 1 3 -,-'---c-=----ti La V1
1`'i -, iP. •S�n Gabriel r s r ,-.
'- 11 'w`4"�, pr: r ''.:Nle,';'''''': � s � v 1 Covina,,..
ll�'`vweot� I Roserne,pd 4tl ra°nt: Irro't i
I
�,Y � t �'� Baldwm,Park d _ �ti ti<;
�`,.5, i 3 € r j -F-1, 1� 1 ;,r , . r 7, will
iai / + = EI Iain e;�
It }. „��s:t/k +� � '� j I il � .l' c,, __�.�p�.-:- r '�f�k$t C+�VIn d "-. _,,��1 �,�,r �.
7¢`f,n Jrl' Q<� '-...- 5 E, f��i011terey.l?slrkllit4:4'!./4//,-s,,, r 1 f
tf_ _ �• f 3T P' ,1 t {rte 4J ! , -;.;.',•:,,„;?;' i ie� .r.
+f South EI tvlonteQ, 5}ri..
E, 1 -w rt- ` 1 . ✓/7p "� IpY ,
V-.1 ▪Litc S iirlggl,es� }. Tin .n ,tria___+. := .__ = n!,� y___ > __._19 .'4;:,.' e` er _..
USGS-Provided Output
Ss = 2.622 g SMS = 2.622 g SDS = 1.748 g
S1 = 0.992 g SMS = 1.488 g SDS = 0.992 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MGER Response Spectrum Design Response Spectrum
1.92
2.70 1.20 .
2.43 1.62
2.16 1.44
1.29 1.25
ll 1.62 Si 1.02
y 1.35 i y 0. 90 i
1.02 0.72
0.21 0.54
0.54 0.35
0.27 0.12
0.00 0.00
0.00 0.20 0.40 0.50 0.20 1.00 1.20 1.40 1.60 1.130 2.00 0.00 0.20 0.40 0.50 0.20 1.00 1.20 1.40 1.50 1.20 2.00
Period.T(sec) Period. T(sec)
For PGAM, TL, CRS, and CRS values, please view the detailed report.
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
http://earthquake.usgs.gov/designmaps/us/sum mary.php?template=minimal&latitude=34.13492&longitude=-118.050997&siteclass=3&riskcategory=0&edition=a.. 1/1
General Product Information
Consulting Engineers ' '- .°
• Thickness - Steel Components Weld �CTaprmigacities
Steel Thickness Table I #
iff�S.t d` rt�i, s u p s;t Is•�3�it�n�i'�}� 1,• t a 1y; Thilw� �.ig ') 1� �1 I t� l�.tY�31a � '`1,< Wit .
"i , 1 I)t M.i -'c ) 7�I i11g 11 ess•q )'. .b, •t r'a 1 Y ,I I ` 51i s - ,} f,c31 , _ J
18 I 0.0179 L 0.0188 0.0843 � -' 25 43EQS-- 0.0400 1 _57 65 L 639 1106 696 I 849
27 0.0269 , 0.0283 0.0796 22 43 0.0451 33 45 601 864 544 663 i
D20 0.0179 I 0.0188 0.0844 1 20-Drywall 54 0.0566 1 50 65 I 1188 I 1566 9851202
30EQD ' 0.0223 0.0235 0 0820 20-Drywall 68 0.0713 ' 50 65 ' 1562 : 1972 1241 I 151.4__
30 0.0296 I 0.0312 0 0781 1 20-Drywall 97 0.1017 I 50 65 I 1269 I 1269 2,
33EQS 0.0280 0.0295 0.0790 20-Structural 118 0.1242 50 65 1550 1550 _
33 J 0.0329 __ 0.0346 - - 0.0764 v , 20-Structural 127 0.1337 50 65 I 1668 ; 1668
43EQS 0.0380 0.0400 0.0712 18 Table Notes
43 0.0428 0.0451 0.0712 18 1. Capacities based on AISI 5300-07 Section E2.4 for fillet welds and E2.5 for flare groove welds.
... ._ .. 2. When connecting materials of different steel thicknesses or tensile strengths,use the values that ,
54 0.0538 0.0566 0.0849 16 I correspond to the thinner or
----- -- - ----------- ---- --- -- -- -- - - -- lower yield material.
3. Capacities are based on Allowable Strength Designn(ASD)and include appropriate safety factors.
68 I 0.0677 0.0713 0.1069 1 14 4. Weld capacities are based on either V52"or ye"diameter E60 or E70 electrodes.For thinner
--_ - materials,0.030"to 0.035"diameter wire electrodes may provide best results.
97 0.0966 0.1017 0.1525 12 5. Parallel capacity is considered to be loading in the direction of the length of the weld.
118 I 0.1180 0.1242 0.1863 I 10-SSMA 6. For welds greater than 1",equations E2.4-1 and E2.4-2 must be checked.
-- 7. For flare groove welds,the effective throat of weld is conservatively assumed to be less than 2t.
127 0.1270 L 0.1337 0.2005 I 10-SCAFCO_J 8. *Flare grove weld capacity for material thicker than 0.10"requires engineering judgement to
Table Notesdetermine leg of welds(W,and W,).
'Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable
thickness delivered to the jobsite based on Section A2.4 of AISI S100-07.
'The tables in this catalog are calculated based on inside corner radii listed in this table.The inside
corner radius is the maximum of -t/2 or 1.5t,truncated after the fourth decimal place(t=
design thickness).Centerline bend radius is calculated by adding half of the design thickness to
listed corner radius.
Screw Capacities
Allowable Screw Connection Capacity(lbs per screw)
FIA,5-6739t iA 73J'I tigiY. Piim §-07/ Ilf ago/
'itl p13 ''-t111.4J 1 9{ 1,4 I),lIJJ 'itt.fj•ci-lrf':nl'j'1 .."1V'11-- 1 t " r3'1 ' 1):4!).-1)Dtrkti1)3-li7''rl�-i] 111}: ellji) i}t'41441'S1 'i} .5f!1.{5519,1 =)n!ii ^_10
7xaa _ r it la�1 ,r �7 � � 0 _ xt � I)3 7 Faf�xr�tt r rl �_
18. . .I 33 _1 45. I 60 33 I 66 39 ��_ 71 , 46 I 4 76 I 52 I 81 I 60- . I
27 33 45 ' 111 50 122 59 131 69 139 78 150 90
D20 57 F 65 87 48 1 ._ 95 j 57 102 66 109 - 75 ,. 117 87
30EQD 57 65 122 t 60 `: 133 71 143 82 I 152 94 164 108
30 77 33 45 129 55 I 141 65 151
76 161 86 I 174100
100 .
33EQS 57 65 i 171 75 187 89 201 103 214 117 231 136
33 33 45 151 61 i 164 I 72 177 84 188 [ 95 1_ 203 110
43EQS 57 65 270 102 • 295 121 317 140 338 159 364 184
43 1 33 45 224 79 I. 244 94 263 _.....1_ 109 280 - i 124 _ 302 144
54 50 65 455 144 49.6 171 534 198 570 225 613 _ 261
68 50 65 576 181 I 684 215 755 250 805 284 I 866 328
97 50 65 821 259 - 976 307 1130 356 1285 405 - 1476 468
•
118 50 65 1003 316 I 1192 375 1 1381 435 1569 I 494 I 1816 572
•
127 50 65 1079 340 1283 404 1486 468 I 1689 532 1955 616
Table Notes
- 1. Capacities based on AISI S100-07 Section E4.See table on page 5 for design thicknesses. 6. Tension capacity Is based on the lesser of pullout capacity in sheet closest to screw tip,or pullover
2. When connecting materials of different steel thicknesses or tensile strengths,use the lowest values. capacity for sheet closest to screw head(based on head diameter shown).Note that for all tension
Tabulated values assume two sheets of equal thickness are connected. values shown in this table,pullover values have been reduced by 50 percent assuming eccentrically
3. Capacities are based on Allowable Strength Design(ASD)and Include safety factor of 3.0. loaded connections that produce a non-uniform pull-over force on the fastener.
4. Where multiple fasteners are used,screws are assumed to have a center-to-center spacing of at 7. Higher values,especially for screw strength,may be obtained by specifying screws from a specific
least 3 times the nominal diameter(d) manufacturer.See manufacturer's data for specific allowable values and installation instructions.
5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the
nominal diameter(d)of the screw.
Load Paths •
3�,r , y= °,
All product load capacities are calculated per North American a , z ',4'4,11
Specification for the Design of Cold Formed Steel Structural ' � a' 4 'f' ' ` 4 '',A :$W.- ''III
Members. The 2007 edition (here after referred to as simply -,' s
"NASPEC"). Illustrations of load instructions are amongst their
relative product load tables located throughout this catalog. -•'" "- =�'
Figure to the right demonstrates different types of load t= , x�
directions mentioned in this catalog. ,, , y.`o ?. ,
c' Fl = Out-of-plane lateral load f �x 'L
- 1 ^, -
O iF2 = In-Plane lateral load r.: J;._ 7_;
O F3 = Direct vertical and uplift load
r._. �� s - < roI 5ccel 5[ud Comrany '> I
Eclipse Engineering,Inc.
Consulting Engineers 1141��1 ' MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING,INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) ,a,;�;;, ;a t 4,117.,;,s"
Effective embedment depth: het,aat=2.000 in.,hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=4.000 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
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.lb]
z
gt
6
3o• Y
X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc. 1
1 `T1
Consulting Engineers MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING,INC. Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity 13N I pv[%] Status
Tension Pullout Strength 300 1107 28/- OK
Shear Steel Strength 200 1466 -/14 OK
Loading j3N fly Utilization 13N,v[%] Status
Combined tension and shear loads 0.271 0.136 5/3 15 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers lim11,11.M'' MLG
www.hilti.us Profis Anchor 2.4.6 •
Company: ECLIPSE ENGINEERING, INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) 15,1ri, 1 1
Effective embedment depth: hef,act=2.000 in.,hnom=2.313 in.
Material: Carbon Steel
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2013 15/1/2015
Proof: design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in.
Anchor plate: Ix x ly x t=3.000 in.x 6.500 in.x 0.074 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=4.000 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
Seismic loads(cat.C, D,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.Ib]
z
o
5.5
27S
' r
0,
•
t \\
X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
• . Eclipse Engineering,Inc.
111
Consulting Engineers , TilI MLG
• www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING,INC. Page: 2
Specifier: Project:
Address: - Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity pN I liv[%] Status
Tension Pullout Strength 150 1107 14/- OK
Shear Concrete edge failure in direction x+ 200 1966 -/11 OK
Loading RN j3v S Utilization j3N,v[%] Status
Combined tension and shear loads 0.140 0.102 5/3 6 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors;-the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
•
TENSION LOAD & CAPACITY SHOWN ARE "PER
ANCHOR" VALUES. SHEAR LOAD & CAPACITY
SHOWN ARE "PER ANCHOR PAIR" VALUES.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers 1.11,111jr1111" MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING,INC. Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 1 Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ KH-EZ 3/8(2 1/2) X
Effective embedment depth: het,act=1.860 in.,hnom=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 1 12/1/2013
Proof: design method ACI 318-11/Mech.
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=4.000 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
Seismic loads(cat.C, D, E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.Ib]
z
A
g wl
6
e__„---Tr-
4#
_ h^�
•
•
,X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING,INC. Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity Jv[%J Status
Tension Concrete Breakout Strength 300 1051 29/- OK
Shear Pryout Strength 200 1509 -/14 OK
Loading ON Dv Utilization DNA,[%] Status
Combined tension and shear loads 0.285 0.133 5/3 16 OK
3 Warnings
• • Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
• 4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering, Inc.
,L ,'..,
Consulting Engineers MLG
www.hilti.us Profis Anchor 2.4.6
Company: ECLIPSE ENGINEERING Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 I Date: 5/27/2014
E-Mail:
Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ KH-EZ 318 2 112 �ti �� g—__�rd °
Effective embedment depth: hef,ae=1.860 in.,hnom=2.500 in. --
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 8/1/2012 112/1/2013
Proof: design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.074 in.
Anchor plate: Ix x ly x t=3.000 in.x 7.000 in.x 0.074 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=4.000 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
Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(D.3.3.5.3(a))
Geometry[in.]&Loading[Ib,in.ib]
z
w�S
Cao
5$
S
27$*
r--'
z
o
. 0
X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
Eclipse Engineering,Inc.
Consulting Engineers MLG
www.hilti.us Profis Anchor 2.4.6
.Company: ECLIPSE ENGINEERING Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: 541-389-9659 i Date: 5/27/2014
E-Mail:
2 Proof I Utilization (Governing Cases)
Design values[Ib] Utilization
Loading Proof Load Capacity j3N/pv[%] Status
Tension Concrete Breakout Strength 300 1993 16/- OK
Shear Concrete edge failure in direction x+ 200 1938 -/11 OK
Loading j3N 13v Utilization DNA,[%] Status
Combined tension and shear loads 0.151 0.103 5/3 7 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly
complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.
Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to
compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the
regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use
the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or
programs,arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
___ CERTIFIED WELDER
License*. P030724 4 i-
- --GABINO-JESSY L. aMEJ1A
STRUCTURAL-MANUAL-PROCESS;•' .1' '
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