HomeMy WebLinkAbout2525 EL CAMINO REAL; 110; CBC2017-0538; Permit(7city of'
Cailsbad
.,Commercial Permit
Print Oate: 06/26/2018 Permit No: CBC2017-0538
'Job Address:, 2525 El Camino Real, 110
PerrInit Type: BL . DG-C ommercial Work Class: Tegant Improvement Status: Closed - Finaled
Parcel Nc~. 1563020900 L . ot #: Applied: 10/13/2017
Valuation: $85,000.00 Reference #: Issued: 01/09/2018
Occupancy Group: Construction Type: Permit
Finaled:
# Dwelling Units: Bathr~oms: Inspector:
Bedrooms: Orig. Plan Check #: Final
Plan Check #: Inspection: 6/26/2018 4:06:48PM.~)''
Project,Title:
Description: ZARA: INSTALL HIGH PILE SHELVING IN 25,081 SF ON SALES FLOOR & 4,262 SF STOCK AREA
)~Applicant: Owner: Contractor:
MARY 'RYAN R P I CARLSBAD LP ELITE RETAIL SERVICES INC
Po Box 3749
MISSI'6N VIEJO, CA 92690 1114 Avenue Of The Americas, Floor 45 Po Box 618
949-582-37i5 New
.
York, NY 10036-7700 Lake Jackson, TX 77566-0618
214-660-5232 x215232 979-285-0712
B U_'ILDING PERMIT FEE ($2000'+) $561.05'
BUILDING PLAN ~HECK FEE (BLDG)-- $392.74
FIRE Expedited PI'an Review Pei Hour - Office Hours $132.60
FIRE High Piled Storage $733.00
SB1473 GREEN BUILDING STATE STANDARDS FEE $4.00
STRONG MOTION-COMMERCIAU, $23.80.
-Total Fee;: $1,846.59 Total Payments To Date: $1,846.59 Balance Due: $0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications,reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
'feeWxactio*ns. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
V ~rotest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
f~es and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
projec~.- NOR'DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously oth6r~vise expired.
16 35 Fa raday Avenue, Carlsbad, CA 92008-7314 1760-602-2700 1760-602-8560 f www.carlsbadca.gov
ITHE FOLLOWING APPROVALS REQUIRED PRIOR *0 PERmrr ISSUANd: COOL-ANNING F_IENGINEERING FOUILDING [!~fFIRE E3HEALTH F—IHAZMATIAPCD
'00
~
Building Permit Application
L 1635 Faraday Ave., Carlsbad, CA 92008
Plan Check No.CE62-0) 7 -0532
Est. Value C,6 D City 6. Ph: 760-602-2719 Fax: 760-602 -8558
-Isb d~d email: building@cadsbadca.gov.
T Plan Ck. Deposit
www.carlsbadea.gov Date 10 1 ISWPPP
JOB ADDRESS
2525 El Camino Real
SUrrE#/SPACE#/UNITO .
SPaC2 #16
APN
I 156 302 090 0
CT/PROJECT 0 LOT 0 # BEDROOMS # BATHROOMS, TENANT BUSINESS NAME CONSTR. TYPE FqUC—GROUP PHAsE#0 01
NrTs N/A 2 ZARA 111-13 ex M-Mall
DE~CRIPTION OF WORK: Include Square Feet ofAffectedArea(s)
30,710 SQ. FT Floor plan area; 25,081 sq. ft. sales area and 4,262 sq. ft. stock area for merchandise racking only; Thq
Scope of this permit request is for a Racking Permit on
ly- (Plask 94_ei~
EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) A REPLACE AIRCONDITIONING KLERS
Mercantile Mercantile N/A A/A
I DECKS
(sF) N/A, YESD. NO[Z] YES [Z] NO [:]
IFIRESPRIN
YES[Z] I NOE:]
APPLICANT NAM E- P ermit Resources - Mary Ryan PROPERTY OWNER NAME 7:
Rouse Proodrtiesi:'Vo Crysta Campbell
ADDRESS P.O. Box"3749 ADDRESS
2525 El Camino Real #160
CITY STATE ZIP
Mission Viejo CA 92690
CITY STATE ZIP
Carlsbad Ck 92008
PHONE FAX
949.766
1
.8436
PHONE
760.712.3471
EMAIL
i
..
mary6l~eirm tresources.com
EMAIL
cr~sta.campbell@)rouseproperties.com
DESIGN PROFESSIONAL Chandler P. Nangia COMMACMR BUS. NAME
Elite'*Retail tervicei,"Inc.: ~/o Cliff Spratt
ADDRESS ADDRESS
7423 Hollow Ridge Drive P.O.'Box 616
CITY STATE. ZIP
oust6n - TX 77095
CITY STATE ZIP
Lake Jackson , TX 775~6
PHONE. F~X PHONE FAX
281-859-1421 -979.285.0712 .979.285.0714
EMAIL EMAIL
cspraft@elite-construction.com
STATE LIC. 0
C26786
STATE LlC.#
CA41005305 "Rft ICLT~ .1 C
ITY BUS. LIC.#
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to ccnstruct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the a rsuant to the provisions of the Contractor's License Law fhapter 9, commending with Section 7000 of Division 3 of the pplicant for such permit to file a signed statement that he is licensed
usiness and Professions Code) or that he is exempt therefrom, and t asis for the alleged exemption. Any violation of Section 03 .5 by any applicant for a permit subjects the applicant to a rPeub C civil penalty of not more than five hundred dollars ($500)).
=W~,O IT K E IT S',.0 0 M P~E'N S A T 10 N
Workers' Compensation Declaration: I herebyaffirm underpenally ofpedury one ofthe following declarations:
FM
t
I have
-
'and will maintain a ce Itificate-of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensabon insurance carrier and policy
numb r are: Insurance Cc Policy No. Expiration Date
This section need not be completed if the permit is forone hundred dollars ($100) or less.
ElCertificate of Exemption: I certify that in the p
'
erformance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California . WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In
addition to the cost of compensation, damages as prov, ctlon 3706 of the Labor code, Interest and aftomey's fees.
CONTRACTOR SIGNATURE AGENT DATE L4
------------
0 Mi N E ~ ri 8 U, I L D E R 1;;-.,_C, L A IT A T 1 0 N
I hereby alrum that I am exempt from Contractors License Law for the following reason.
1, as owner of the property or my employees with Wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, how6er, the building or improvement is sold Within one year ofoompletion, the owner-builder Will have the burdenof proving that he did not build or improve for the purpose of sate).
1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contracto4s) licensed pursuant to the Contractors License Law).
I ar~ 'exempt un'der Section usiness and Professions Code for this reason: B
1 personally plan to provide the major labor and materials for construction of the proposed property improvement. [:]Yes [3No
1 (have / have not) signed an application for a building permit for the proposed work.
1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone I Contractors' license number):
1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address phone /contractors' license number).
1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone I type of work):
.125PR16PERTY OWNER SIGNATURE []AGENT DATE
(399R613im VW08 003VOOM 1700 6)(3000 ~'Cdaa
Is Ole applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? L_Yes L,1 ~No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes V 'No
Is the facility to be constructed vAthin 1,000 feet of the outer boundary of a school site? Yes No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF (7'
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
113000VOMWG90 GOG90000 &3000V
I hereby,affirm thatthere is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender`~ Nime, Lender's Address
0Z9QW(WG3V (313OV0000OV000
I oei* that I have read the application and state thatthe above information is correct and thatthe information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0'deep and demolition or construction of structures over 3 stories in height
EXPIRATION: Every permit issued by the Building Official under the provisions of Iffis Code shall expire by limitation and become null and void I the building or work authorized by such permit is notcommenced WWM 180 days from the date of sich permit or if the building or work whorized by such permit is suspended or abandoned at any tim after the work is cornmenoed for a period of 180 days (Section 106.4.4 Unffwn BuDding Code).
,1KAPP'LICANT'S.SIGNAT.IURE DATE
m
.1
STOP: THIS SECTION NOT'REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete'the following ONLY if a Certificate of Occupancy will be requested at final inspection.
CERTIFICATE OF OCCUPANCY (Commercial Projects Only)
'Fax (760) 602-856.0, Email building0callsbadca.go or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
7
CO#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY - STATE ZIP CITY STATE ZIP
-7 -.-: :
-
Carlsbad CA
PHONE FAX
EMAIL - OCCUPANTS BUS. LIC. No.
DELIVERY OPTIONS
LE PICK UP- — CONTACT (Listed above) OCCUPANT (Listed above)', CONTRACTOR (On1Pg. 1)
4-- MAIL TO: t~CONITACT (Listed ;bove) OCCUPANT (Listed above) ASSOCIATED C
t CONTRACTOR (On Pg. i) -1 NO CHANGE IN USE NO CONSTRUCTION
MAIL FAX TO OTHER:
CHANGE OF USE NO CONSTRUCTION
A5APPLICANT'S SIGNATURE DATE
J
0
Permit Type: BLDG-Commercial Application Date: 10/13/2017 Owner: R P I CARLSBAD LP
Pork Class: Tenant Improvement Issue Date: 01/09/2018 Subdivision: CARLSBAD TCT#76-18
Status: Closed - Finaled Expiration Date: 07/16/2018 Address: 2525 El Camino Real , 110
Carlsbad,'CA 92008-1206
IVR Number: 6971
Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete ,Date Start Date
01/12/2018 01/12/2018 BLDG-Fire Final 045656-2018 Failed Cindy Wong Reinspection Complete
Checklist Item. COMMENTS Passed
FIRE-, Building Final Stencil required for shelving not done No
correctly as noted on job card. Super to fix
and call in for shelving inspection final.
Cannot combine FA, shelving and building
final together without scheduling in all
permits with office for energov entry and
field time required.
01/16/2018 01/16/2018 BLDG-14 045915-2018 Failed Michael Collins Reinspection Complete
Frame/Steel/Bolting/
Welding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency See card for corrections No
1. f
02/1412018 BLDG-Fire Final 046976-2018 Scheduled Cindy Wong Incomplete
Checklist Item COMMENTS Passed
FIRE- Building Final Stencil required for shelving not done No
correctly as noted on job card. Super to fix
and call in for shelving inspection final.
Cannot combine FA, shelving and building
final together without scheduling in all
permits with office for energov entry and
field time required.
0611312018 06113/2018 BLDG-14 060887-2018 Failed Michael Collins Reinspection Complete
Frame/Steel/Bo,iting/
Welding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Need EOR revisions for racking No
BLDG-Building Deficiency See card for corrections No
BLDG-Final 060888-2018 Failed Michael Collins Reinspection Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Not ready No
06126/2018 06/26/2018 BLDG-Final 062381-2018 Passed Michael Collins Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Structural Final Yes
BLDG-Building Deficiency Not ready No
06/2712018 BLDG-14 062333-20`18 Scheduled Michael Collins Incomplete
Frame.'Steel/Bolting/
Welding (Dec ks) I
J
June 26, 2018 Pagel of 2
A
~PERMIT 41NSPECTION7141S] 7
Permit Type: 'BLDG-Commercial Application Date: 10/13/2017 Owner: R P I CARLSBAD LP
Work Class:'~
,
Tenant Improvement Issue Date: 01/09/2018 Subdivision: CARLSBAD TCT#76-18
Status: Closed - Finaled Expiration Date: 07/16/2018 Address: 2525 El Camino Real , 110
Carlsbad, CA 92008-1206
IVR Number: 6971
Schedule~ Actuil Inspec tion Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date I
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Need EOR revisions for racking No
BLDG-Building Deficiency, See card for corrections No
Jun~e 26, 2018 Page 2 of 2
V/0 EsG11
A SAFEbuitfCompany
i
?4 DATE: -6ctober'20, 2017 El APPLICANT
JURIS.
JURISDICTION: ~~4_Lrrsl~a
PLAN CHECK#.:, CBC2017-0538 SET: I
PROJECT ADDRESS: 2525 El Camino Real, # 110
PROJECT'~NAME: S'tor-age Racks for ZARA
Z -The plahs transmitted -herewith have been corrected where pecessary and substantially comp ly.
With the-jurisdiction's, building codes.
F-1 T he plan's'transmifted herewith will substantially comply with the jurisdiction's 'codes,
when minbr deficiencies identified below are resolved and checked by building department staff.,,
F1 The, pians.transi-hifted herewith
.
have significant deficiencies identified on the enclosed check''list.
a,nd should. be corrected and resubmitted for a complete recheck.
F-1 The check list transinitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
—1 Tfie ~applicaht's 66' 'o'f the check list is enclosed for the jurisdiction to forward to the applicant.
'. F py_1
cdhtact person 4
F-1 The applicant's. *~'opy of the check list has been sent to:
EsG'iI ~taff did' not advise the applicant that the plan check has been completed. 7
EsGil staff, did advise the applicant that the plan check has been completed.
Perso'n'conta-eted: Telephone #:
D6te' contacted' (bV_W1 Email:
Mail' 'Telepl~one Fax In Person.
REMARKS.,
6 Enclosures: By:. Kur't* Cu.. ver
EsGil
'GA 110-b E] 1~13 M,,, PC 10/1.6/17
9320 Chesapeake' Drive, Suite 208 San Diego, California 92123 (858) 560-1468 Fax (858) 560-1576
Carlsbad CBC2017-053i
Cictob.er 20, 20'17
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTI.ON: Carlsbad PLAN CHECK#.: CBC2017-0538
PREPARED BY:. Kurt Culver, DATE: October 20, 2017
,BUILDING'ADPRIESS: 2525 El Camino Real, #110
BUILDING OCCUPANCY:'-
BUILDING.,
PORTibN-,-'
'AREA
Sq..Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE
Raick§- 85,000
Air Conditioning
Fire-'Sprinklers'
TOTAL VALUE 85,000
Jurisdiction Code 16b 113y Ordinance
Bldg. Permit Fee by Ordinance,
$361.60 Plan Check Fee by Ordinance
Typp of.Review: Complete Review ED Structural Only
El Other E] R~petitive'Fee
R~peats, Hourly Hr. @
~,E,sGill Fee $317.011.
'Comments:
Sheet 1 of 1
I
Cj C Af~"C;
Seismic analyisis of.the storage fixtures for ZARA store. The shelving system
would be at The Sh6o~pes at Carlsbad- 2525 El Camino Real, Carlsbad, CA
KOM
t We indicate that thee X-Braci~q provision must comply
-X-,Bracing, not to exceed 2:6l5en bays
X-B.racir~0 to'be installed atr57.5" O/C AFF
CCP
P
67
EXP. 03/31/2019
CIVI%_
G I
7.
74
RECORD COPY
7- 0 1 7
JMCR WGEMEMA & ASOC SoCa
STRUCTURAL CALCULATIONS
Light duty shelving
ZARA #11829
2525 El Camino Real
Carlsbad, CA 92008
THE SHOPPES AT CARLSBAD
Space #110
R P
7 6 rn
EKP.O 3 2019
CIVI
Consulting Engineer:
Mr. Nangia, P.E.
7423, Hollow Ridge Dr.
Houston, TX 77095
(281) 859 - 1421
X-bracing not to exceed two open bays and X-bracing to be installed at 57.5"
O/t AFF and been met and meet the requirements.
JOB NUMBER REVISION ISSUED BY APPROVED BY DATE BUILDING CODE
M9088 JR-02 1J. CAZAREZ INangia IJUN 15, 2018 JCBC 2016, SEC 2209.1
R-01 J.CAZAREZ Nangia SEP 13, 2017 CBC 2016, SEC 2209.1
-7
-gr ... .. .....
L
..... ... . .. . ..
. . ........ 1 .—Sil
"GENIERIA ASOC. SC,'. J M `,, C" R
Date: JUN 15,1018 Page: 2 of 16 Job: M9088
INTRODUCTION" ~1, f
uty ~eismic analy~iisbf light'di to! rage fixtures for ZARA store. The shelving system would be installed at THE SHOPPES AT ,
CARLSBAD (Space #i10). -2525 El Camino Real, Carlsbad, CA 92008.
Add storage ra~ks to stora~6 room. Type.1-A Sprinklered, Group S-1, Area A 3260 sq. ft., Area B 765 sq.ft., Area C 80 9q.ft. or>'
ground level.
n1a ULA-UIVICN I VV .3 KL)Uut-tu 15Y IAIMU/ UK UI%4UtK I Ht UlKtt- I SUPERVISION OF MR. NANG IA, P.E.
APPLICATION CODES,~ PARAMETERS AND STANDARDS
This analysis- is in Li-iformance with specifickions set forth in Section 1613 of the 2015 International Building Cocl~',,~~Sectil'6' n
.2209.1'of the 2016 California Building Code and Section 13.3 of the American Society of Civil Engineers 7-2010. Design is,.'
a . coraaAe to'"Arnerican iron and Steel Iristitut; AISI S100 specifications. . 1. . I . . - . - 2 ' ' ' ' L iz
The,light,duty storage fixtures are primarily gondolas located on the storage area. The stability of the shelving de'PET-'ds on'
the,x-braces a'lo'ng;~fthe~ longitudinal. direction, While in the transverse direction the shelving relies on a cantilev r-f6me
system for sitabifity. This system is.prefabricated with field installation and no field welding.
DESIGN LOADS A
Shelf 16aj:-As shown i'n table of page # 5 for the most unfavorable configuration. Total height: 116 inches.
Seismic data:
2016 CBC` A,
Site latitude: 33.17~6871\1. Site lo~gitucle': '117.331503W Sec 1613 IBC-12 USGS WEB SITE.
2 Ss = - 1.il-2N ~ Fa,— 1.055 ,Sms Fa Ss 1.173 Scls = 2/3 Sms 0.782, Scls = 0.7i2 -
S1 = 0.428 Fv =r 1.572 Sml--'FvSl= 0.673 Sdl=2/3Sml= 0.448 Scll = 0.448"
Site class'D "stiff,so ~by default),,,*
Risk cat~gory: 1, 111 111 Seismic Design Category: D
RACK ELEVATIONS
........... -- --------
33#/arm '33#/a rm 1004/arrh 106#/ ar m- .26#/arm 50#/arm 43#/arm 50#/arm- 50#/arm 50#/arm
jM.C.R."INGENIERIA & ASOC. S.C,-
Date: J,UN 115, 2018 Page: 3 of 16 Job: M9088'
MEMBER'SECTI ON PROPERTI ES ..
Colu mn
lyg= 0.164 in 4 9 251. A 1 23/12W' 'a-' 1.180 in x 16 32 b= 2.359 iw Sye= 0.272 in 3 SLOTS TYP
V~ t` -'0. 117 i
-
n
'
ryg= 0.469 in
15/ n A 2 J= 0.412 in A 4
Ixg= 0.496 IhA 4 Cw= 0.012 in A 6
Sxe= 0.387 in A i xo= 0.000 in
2 23/64" 128" 0.745 i
rxg= 0.816 ',i~ Aeff= 0.613 in A 2
Horizontal brace
~'23/12
a= 1-180 !in ly= O.OS4 in A 4
17132" A b=.. 1.180 'in Sy= 0.092 in 3
0.063 i 0.450 in
A 1/16" A A 0.269 in 2 J= 0.090 in 4
1-23,11128". 33/64" lx-_ 0.054 in A 4 Cw= 0.000 in A 6 ......................... . . . . ..
A Sx~_ 0.092 in 3 xo= 0.000 in
9164" rx 0.450 .,in
Diagonal brace
ly= 0.010 in 4 /-0451128" a 0.906 A
15/120 ;7- - . . ....... . ....... . ... * I i . 1;= ,0.789,"~in Sy= 0.018 in A 3 29/32" 1011
:t= 0.117~ in ry= 0.235 in
A 0.176 In A A 2, J= 0.001 in 4
1 53/64" -1011128" 1 '0.014 in A 4 Cw= 0.000 in A 6
A 0 Sx= 0.226 in 3 xo= -0,167 in
v rx= 0.280 in R25/64" -
372 Shelf . ...... ........... . .... ......... . .. ........... . .... . . . ............. . .. . ....... . .... . .......... . . ................... .................... ...............
20 j GA 20.2 92 76,3 47 106.5
1'o 25 T~32. 7,7 19 9.1 87A
5/ 3 0 5
L2~/32-
31_51 1 2
~ _11E, 25T62" -6i 11 1; ---- 30 Arm
- - - -- ---------
00 Dimensions in muirneters (tigure upside down)
-11.0 1171128" (SINGLE)- 'a- in ly= 0.111 in A 4
Bas,e b= 1.578 in, Sy= 0.330 in A 3
t= 0:156 -in ry= 0.464 in
5/3Z'~- A2 0.515, in A 2 J= 0.005 in A 4 G 2 97/128" A A SLOTS T-Y'R lx=, 0.447 in 4-, Cw= 0.000 in 6
SX= 0.256 in A 3, ko= 0.271 in
rx=. 0.932 in
JMCR,jNGEN1ER1A&AS0CS,,C
Date: JUN 15, 2018 Page: 4 of 16 Job: M9088
SPECIFICATIONS',
-Steel:'ASTM A1011 SS G36/2
ksi
F 58.00'0~ ksi
E= 29506 ksi
G= 11300. ksi,
*Bolti:- all bolts A307-Grade A 1/4" < d < 1/2"-unless otherwise noted Tek Screw: Hilti S-MD 12-14x2 HWH#3
.~~Fnt= ~40.50 i 0 k~ ICC ESR-2196
.Fnv--'- 24.000 ~si Tension= 77'5.0 -lb
Shear= 625.0 lb
Anchor': Hilti,Kwik Hus EZ (ICC,ESR-'3027) Fu= 45000 psi .
diam 3/8" x 2'1/2" niin.Em bed. -r—,
Floor:
Slab: W', io.5-, concrete thick with 2500 psi
Soil: 1000 psf
'Allowable Live Loads: 75 psf
SEISMIC LOADS, 24
Analysis' based on Section 1613 of the 2015 IBC and Section 13.3 of the ASCE 7-10 0
Rp 2.~Ca"ntilev'er~ste6'1.'fr'ame-
lp= 1.0 non esentW ~omponent
ap = 1.0 (table 13.5-1) cantilever w/top* ties columns
z/h = 0.5 (z=O at o~ below base, z=heijht from base to the anchor point, h=roof height respect to base, z/h<l)
~p [lu+ 2 (iffi)] [0.4ap Scls / (Rp Ip)] Wp = 0.2503 Wp (Eq. 13.3-1)
Fp m'a'x 1.6 Scls'lp Wp = 1.2514 Wp (Eq. 13.3-2)
+p mih 0.3tSas 1pWp = 01,2346 Wp.. (Eq. 13.3-3)
"Fp(gover , ns) =..,.0.2S03%Wp1
j ASOC, S.C."'.-
bai~: 'JUN 15, 2018 Page: 5 of 16 Job: M9088
CONFIGURATIONS
CASE LEVELS Load allow. -HEIGHT COLUMN CRITICAL Eq. LiveLoad on floor max. 'Space
STATIONARY
F61ding cic~uble*,. '9 "'_33 ib 92.00 in CHECK 74.25 psf 10.22 in
Folding single~ 9 33 lb 92.00 in 74.25 psf 10.22'in,
H~ nging double" 3 100 lb. 92.00 in 75 psf 30.67, ini
Hanging single" 31 100 lb 92.00 in 75 psf 30.61.in
Hange r~'.(s) "~6 16'-. 116.00 i n CHECK 71.5 psf 10.55 i n. -
Accl-la.6~jing_(s) 6'~ .50 1 b 116.00 in 75 psf 19.33 in
Accb . oxes (s) r, 7' 43 lb 116.00 in 75.25 psf 16.57
.
in
.
TGT '6 lb 116.00 in CHECK 75 psf 19.3,3 in -
Sho~ (s)' " s .~, I. 6 ~~'.lb. 0 116.00 in 75 psf 14.33 in
Shoes (d) 6: ~0, lb 116.00 in CHECK 75 psf 16.33 in
JL
L I
M
,
a
-
rked cases are Chec
-
ked tor the most untavora.ble torces resulting from both static and seismic analysis
No load is`a~iu`mecl'on ilhe`.top level (dummy'level).
No load is ass6me*d on top'of first)ev*el
4~.
lum n height =7 116 in
'Level -.'hx wx -F-trans F-long Movt
Z.1 12.89 in 38 lb 6.78 lb 6.78 lb 87.5 in-lb
2,_ 2'5.-7..8 in ~8 lb 6.78 lb 6.78 lb 174.9 in-lb
3 38.67 in, 38 lb- 6.78 lb 6.78 lb 262.4 in-lb
4 51.56 in 38 lb' 6.78 lb 6.78 lb 349.8 in-lb
5 in 38 lb ',6.78 lb 6.78 lb 437.3 in-lb
-'6 77.33 in 38 16 4,~ 6.78 lb 6.78 lb 524.7 in-lb
7 90.22 iw .38 lb 6.78 lb 6.78 lb 612.2 in-lb
8 ~,103.11 i n 38 1 b 6.78 1 b 6.78 1 b 699.6 in-lb
9 - 416.00 i n lb.', _38 6.7 8 1 b 6.78 1 b 787.1 in-lb
342.0 lb,-1, .61.1 lb 61.1 lb 3935 in-1
C(
Msis
JMCR"1,,NGEN1,ER1A ASOC. S.C.-
Job: M9088 :Da-t,e:AUN 15, 2018 Page: 6 of 16
SEI.SMIC DISTRIBU I N
G6ndola M6 a:conii~ur~a'iion of ~a~ger condition "Case A"
PL per level 26 lb Total seismic weight (RM1 2.6.2) Total seismic shear force
9L ~er 1~ve'l =".'5 -lb Wp = Sum(O.67PL + DL) Fp 0.2503 x 246.6
# of levels= 11 @ 10.55 in - I j . .. I I Wp = 246.62 lb Fp= 61.72 lb
C016mn,height 116 in
Level hx- wx F-trans F-long Movt
I in rr_ n 41 It, 1 I 5.61 b 5.61 lb 59.2 in-lb
.,2 21.09 in" lb
1
5.61 lb 5.61 lb 118.3 in-lb
3 1"64 in., 31 1 b 5.61 1 b 5.61 1 b 177.5 in-lb
4 42.18 in lb 5.61 lb 5.61 lb 236.7 in-lb
~5 5233 i n lb .,31 5.61 lb S.61 lb 295.9 in-lb
6 0.'27 in'-,- 31 lb 5.61 lb 5.61 lb 355.0 in-lb
7 73.82 i-n -31 lb 5.61 lb 5.61 lb 414.2 in-lb
8 84.36 in 31 lb 5.61 lb 5.61 lb 473.4 in-lb
9 -'94'9 1, i n 31 1 b '5.61 lb 5.61 lb 532.5 in-lb
10- 10S.45 in , 31 lb - 5.61 lb 5.61 lb 591.7 in-lb
, 1 i16.00 i n 31 lb '5.61 lb 5.61 lb 650.9 in-lb
341.0 lb 61.7 lb 61.7 lb 3905 in-lb Msis
Gondola With a configurati.6n of Distributed Load condition "Case B"
PL:per level.= 33 lb Total seismic weight (RMl 2.6.2)
DL 'erl~~el 5 lb Wp = Sum(O.67PL + DL) p
# of levels 9 @ 12.89 in A Wp = 243.99 lb
Total seismic shear force
Fp 0.2503 x 244.0
Fp= 61.06 lb
Co
.Gondola witKa,confii6ration of Maximum'axial load condition "Case D"
`0L per level 50jb- T-otal seismic weight (RMI 2.6.2)
bC l5er.'16vel 5 lb Wp = Sum(O.67PL + DQ
of levels 6. ~19.33 in Wp 231 Ib
Cold ryiin 116 in
Le'vel hx wx F-trans F-Iong M ovt
1 ~19.33 in 55'lb 9.64 1 b 9.64 lb 186.3 in-lb
2 3.8fi7 in 55.1b 9.64 lb 9.64 lb 372.6 in-lb
43 58.00.in 55 lb 9.64 1 b 9.64 lb 558.9 in-lb
4 77.33 in; -55',lb 9.64, 1 b 9.64 lb 745.1 in-lb
.96.67 i~ 55 lb, '9.64 lb 9.64 lb 931.4 in-lb
16 116.00. i'n 55 lb',- 9.64 1 b 9.64 lb 1117.7 in-lb
e,
330.01b, 57.8 lb 57.8 lb 3912 in-lb
Total seismic shear force
Fp = 0.2503 x 231.0
Fp 57.81 Ib
Msis
J,MCKINGENIERIA ASOC. S.C,
Datfi: JUNJ5, 2018 Page: 7 of 16 Job: M9088.
SEISMIC DISTRIBUTION
Gondola witha configurati;n of "'Maximum moment condition "Case C"
13L per le 1 50 lb~ ve Total seismic weight (RMI 2.6.2) Total seismic shear force
DL per level '5'lb Wp = Sum(O.67PL + DL) Fp = 0.2503 x 231.0
% # of 16ve Is.,= "6 @ 19.33 in Wp= 231 Ib Fp 57.81 Ib A
lurnn height = 116. in.,
"Cevel lhx- wx F-trans F-long Movt
1.1% 19.33!in 55 lb 9.64 lb 9.64 lb 186.3 in-lb
21 38.67 in. 55 1,b 9.64 lb 9.64 lb 372.6 in-lb
3 58.00 in 55.1b' 9.64 lb 9.64 lb 558.9 in-lb
'4 77.33-in 55 lb- ~9.64 lb 9.64 lb 745.1 ~indb
5 96.67 in ;,55 lb 9.64 lb 9.64 lb 931.4 in-lb
6 h6.'00 i n" 55'lb 9.64 lb 9.64 lb 1117.7 in-lb
"A
% -',330.0 lb' 57.8 lb 57.8 lb 3 Msis
J M-C R-1 N G E N1 E R 1A ASOC. S. Ce
Date: JUN 15; 2018 Page: 8 of 16 Job: M9088
COLUMN ANALYSIS, Per AISI S100-12 Case A - Hanger Condition
T6nsverse acti6ns~oh column single sided
combinition loads accordingto ANSI MH16.1:2012 Config: Single
Ptot'-=- 6 (1+0. 14Sds)D + (0. 85+b. 14Sds) Beta P. Beta: 0.7 (seismic PL coeff.)
Ptot 253 lb D: 55 lb (structure load)
Mst (D + _P) x Arm length (Load at the end of arm) P: 286 lb (product load)'
Mst = 5456.0 in-lb Arm length: 16.00 in
Mtot Mst + 0.7 Rho MS'~ Rho: 1.0 (redundancyfact&)
Mtot 8189.8.in-lb
Kx: 1.0 Top tie or wall attach
KxLx/rx= 142.1 <=.='gov "Ky Ly ry 117.3 Ky, Kt: 1.0 Braced direction:
ro (rXA 2 t rYA 2 + XoA 2 )A 0.5 0.9411 . in Eq. C3.1.2.1-7 Lx: 116 free cantilever length.'
Bet 1 (X6 rO)A2 1.000 C4.1.2-3` Ly, Lt: 55 free braced le gth
Cb: 1.0
Fi~ is takin' as the smaller, of Fel, Fe2 and Fe3 Ohm-b: 1.67 Section ~5.2.1
el pi A 2 E /,(K L/r)ma XA 2 14.407.ksi. Eq. C4.1.1-1 Chm-c: 1.80 Section C5.2.1
Cmx: 0.85
Sijex p-iA2' E (Kx Lx rx )A 2 14.4i ksi Eq. C3.1.2.1-11
Sigt 1 /,,A roA 2.{GJ +', (piA 2 E-Uv (Kt Lt )A 2) = 7053.29 ksi Eq. C3.1.2.1-9
Fe12 1/2Bet ((Sigex+Sigt)-[(Sigex+Sigt (413et Sigex .5) jA~ Sigt)]Ao 14.407 ksi Eq. C4.1.2-1
Fe3'- (pi Cb Ky Ly Sy),(E' G J ly)AO.5 996.36 ksi Eq. C3.1.2.2-2
V
Fe min (Fel, Fe2, Fe3) 14.407 ksi
Lamb-c ,P.5 1.581 Eq. ~4.1-4 7. (Fy FQA Ca,
m
6,
-C > 1.5. ='--> Fn' =-[0.877 Lamb-CA 2] Fy 12.635 ksi Eq. C4'1-3
Pex =,piA2 E Ix (Kx.Lx)A 2 10739.5 lb Eq. C5.2.1-6
Al 1,-' C,h P pha-k'= m-c Pex > 0 0.9576 -ok Eq. C5.2.1-4
Pn-= Ae Fri= 7751.6 lb'~ 'Eq. C4.1-1
Pno Ag Fy = 26831.9 Ib Eq. C4.2-4
Mnx Se Fy = 13932 0 in-lb Eq. C3.1j-1
Check combined comp'iessive axial load and benclig with Eq. C5.2.1-1
Compressive Axial ratio (Oh.m-c P/ Pn) = 0.059 -f -1364g ratio [(Ohm'-bCmx lVIx)/(M6xAIpha-x)] = 0.871
Combined stress ratio by Eq. C5.2.1-1 < 1.0'==> 0.930 ok!
Check i6r~6ihecl compi6ssive axial load and benclig with Eq. CS.2.1-2
Compressive Axial ratio (bhm-c P Pno) = 0.017
-Bendig'ratio [(Ohm-b Mx) Mnx] = 0.982
-Combined stress,ratio by Eq. C5.2.1-2 < 1.0 0.999 ok!
~-,INGENIERIA & ASOC. S.C. J M.CR,,--
Date: JUN 15,-2018 Page: 9 of 16 Job: M9088
toLUMN''ANAL'YSIS Oer AISI S100-12 Case B - Distributed Condition
fr'~nsv'e'r~se'acti6ns on column single sided
combihati6n loads according to ANSI MH16.1:2012 Config: Single
Ptot (1+0.,-14Sds)D + (0.85+0.14Sds) Beta P Beta: 0.7 (seismic PL co eff.)
P O'i' ~4 t' lb D: 45 lb (structure loacl)~
Mst =V + P) Arrii iength 2 (for loads on top the arm configuration) P: 297 lb (product lo~cl)
Mst.= 2765.1jn4b - Arm length: 16.17 in
Mot= MW+ 0.7 ~ho Msis . . . I . Rho: 1.0 (redundancy factor)
Wtot 5519.8 in-lb
Kx: 1.0 Top tie or wall ~ttach -
Kx Lx rx 142.2: <==gov~ KV ly ry 117.3 Ky, Kt: 1.0 Braced directio6
ro ='(rXA . 2 + . yA2+- I XOA
-
2)AO.5 -_1 .0..94111 in Eq.,C3.1.2.1-7 Lx: 116 free cantilever length
Bet =.1 - (ko / ro)A 2,--- -1.000 Eq. C4.1.2-3 Ly, Lt: 55 free braced length-'-
Cb: 1.0
Fe is taken'as tWsrnaller-of Fel, Fe2 and Fe3 Ohm-b: 1.67 Sectiori il Z
Fel = piA2 E (K L/r)rr;aXA2 14.407 ksi Eq. C4.1.1-1 Ohm-c: 1.80 Section C5.2.lj
Cmx: 0.85
SigeX piA2 E (Kx Lx rx)A~'= '' 14.41 ksi Eq. C3.1.2.1-11
)A sigt.= 1 /A roA? (dj + (piA2 E Ou~ ) /,(Kt Lt 2) = 7053.29 ksi Eq. C3.1.2.1-9
Fe2 1/2Bet {(Sigek,+Sigt)-[(S.igex'+Sigt)A2 -'(4Bet Sigex Sigt)]AO.5) 14.407 ksi Eq. C4.1.2-1
F~3'=` (pi Cb'/ Ky L'y Sy) (E G J ly)AO.5 99636 ksi Eq. C3.1.2.2-2
Fe' min (Feli Fei,-~e3) 14.407, ksi
L rn`~ (F Fe.)AO.5 V581 Eq. C4.
-
1-4 a -c y
Lamb-c > 1.S,-='=>.Fn' = [0.877 Lamb-CA2] Fy 12.635 ksi Eq. C4.1-3
piA )A Pex 2 E lx'/ (Kx Lx 2 10739.5 lb Eq. C5.2.1-6
1 - O'hm-c P. 0 0.9582-- ok 'Eq. C5.2.1-4 All ~a Pe;'~>
7751.6 lb - Eq. C4.1-1 Pn~_Ae'in'
'Ono~ Ag Fy 26831.9 'b -.~q.C4.2-4' 01
.,Mnxl- Se Fy ='13932.0 in-lb, Eq. G3.1.1-1
J
Check CoAi~ecl &~pr'e~~siv6 axial load 'and b'enclig with Eq. C5.2.1-1
Com~ressive Axial ratio (Ohm-c P/ Pn) = 0.058
'Bendig ratio [(Ohm-bCmx M,.x)/(MnxAlpha-x)] = 0.587
Combined stres's ratib lb~ Eq. C521-1_< 1.0 ==> 0.645 ok!
~Check ~iimbinied compressive axial load and benclig with Eq. C5.2.1-2
~Coml5ressivekxial ratio (Ohm-c P/ Pno) = 0.017
~-Benclig ratio [(Ohm-b Mx)/ Mnx] = 0.662
Combihed str6ss ratio by Eq. C5.2.1-2 < 1.0 0.678 ok!
,J CRINGENIERIA ASOC S.0 41
.Date: JUN 15, 2018 Page: 10 of 16 Job: M9088
COLUMN , ANA , LY~IS her AISI S100-12 Case C - Maximum moment
Tramierse actions on column single sided
combination lo~ds* accordingto ANSI MH16.1:2012 Config: Single
Ptot'= (i+0.14Sds)D + (0.85+0.14Sds) Beta P Beta: 0.7 (seismic PL coeff.)
"Ptot=.139.lb- D: 30 lb (structure load)
mst,t-- (6 + Pj x'AG le6gth (for the ha nger- conf igu ration) P: 156 lb (product load)
Mst 4936.0 in-lb Arm length: 26.00 in
Mtot Mst + 0.7 Rhol/Isis Rho: 1.0 (redundancy factor)
Mtot 7574.4 in-lb*,
Kx: 1.0 Top tie or wall ktacl~
Kx Lx rx 142.2- <==90'V K L' ry 117.3 y y Ky, Kt: 1.0 Braced direct"ion,
rb (rRA 2 + ryA2 + XoA 2)AO~5 `b.94i'l, 'in' 'Eq. C3.1.2.1-7 I Lx: 116 free cantileve~l~ngih
=
. ~ 1' 4 ) A 1.-. 6 2.= 1.60d 'Eq". C4.1.2'3 Ly, Lt: 55 free braced length,
Cb: 1.0
Feiii takenas th6smaller of Fel, Fe'2 and Fe3 Ohm-b: 1.67 Section C . 5:2.1,
piA2,E (K,L/r)maXA 2 14.407 ksi Eq. C4.1.1-1 Ohm-c: 1.80 Section C5.2.1
Cmx: 0.85
igex :H S' piA2,E (Kx Lx rx )A 2 14.41 ksi Eq. C3.1.2.1-11
Sig't 1 A roA2 {GJ + (pi A 2 EC-w`) (Kt Lt)A2) = 7053.29 ksi Eq. C3.1.2.1-9
~e~`- 1/213et i(Sigex+Sigt)-[(Sigex+Sigt)A2 -.(4Bet Sigex Sigt)]AO.5) 14.407 ksi Eq. C4.1.2-1
Fe3'-- (0 Cb KY'Ly SY) (E G J ly), AQ.5 ksi Eq. C3.1.2.2-2
Fe min (Fel, Fe2, Fe3) 14.407 'ksi.-I,
J
)A Lar~~_C -_(Fyfl`e 6.5*- 1.581 'Eq' C4.14
L ryi > 1'5 CA a b => F.n =.40.877 / Lamb- 2] Fy 12.635 ksi Eq. C4.1-3
Pex ='piA2 E Ix (Kx Lx)A 2 10736.15 lb - Eq. C5.2.1-6 rI
Alpha-x 1 - Oh ~;-c PY Pex > 0 -0.9769 ok Eq. C5.2.1-4
Pn Ae Fn '775i.6 lb. Eq. C4.1-1
Pno'-= Ag Fy =..26831.9 lb :-Eq'C4.2-4
Mfix Se Fy =' 13932.0 in-lb Eq. C3.1.1-1
Check combined,co in pressive axial load and benclig with Eq. C5.2.1-1
Corrfpressive Axial ratio (Ohm-c P / Pn) = 0.032
Ben ig ratio,[(Ohm-b Cmx IVIx d (Mnx Alpha -x)] = 0.790
'Combined ~tr~ss ratio by~ Eq. C5.2.1-1< 1.0 ==> 0.822 ok!
Check c6mbiqeSciompre , s sive axiil loicland benclig with Eq. C5.2.1-2
Comp-ressive,Axial r atid (Ohm-c P Pno) = 0.009
Benaig ~atio [(Ohm-b Mx) Mnx] = 0.908
Combiried itre-ss ratio by Eq. C5.2.1~2 _< 1.0 0.917 ok!
JM.CRING-EN-1ERIA & ASOC, S.C`1 1
Ddte:,JUN.15, 2018~;. Page: 11 of 16 Job: M9088'
COLUMN ANALY~!s Per AISI S100-12 Case D - Maximum axial load
Trans~er~e actions on column doubl~ sided
combination- load a6cordingto ANSI MH16.1:2012 Config: Double
Ptot (1+0.14Sds)D + (0.85+0.14Sds) Beta P Beta: 0.7 (seismic PL coeff.)
Ptot'= 436 lb, D: 30 lb (structure loadj.j,
IVIst (D + P) x Arai length 2 1 P: 300 lb (product load)
Mst 0:0 in-lb Arm length: 16.17 in .4
Mtot - Mst ' +0.7 sis -Rho Rho: 1.0 (redundancy factor)
Mitot 2738.4'in-lb
41 Kx: 1.0 Top tie or wall attach.,
'Kx Lx / ~x 142.21 '<==gov Ky Ly ry 117.3 Ky, Kt: 1.0 Braced direction
ro = (rx,12 + ryA2 + XoA 12)AO.5 =-P.9411 in -,Eq. C3.1.2.1-7 Lx: 116 free cantilever lendth-
Be~= 1 (xo roi)~2- 1 000 Eq. C4 1'2-3 Ly, Lt: 55 free braced length'.
Cb: 1.0
Fe is taken~~s the-shnaller of Fel, Fe2,an-d Fe3 Ohm-b: 1.67 Section CS:2.1
Fel i/,'(K L/r)m~ XA 2 ksi Eq. C4.1.1 Ohm -c: 1.80 Section &2.1
Cmx: 0.85
SigeX piA2 E (Kx Lx /rX)A~ 14.41 ksi Eq. C3.1.2.1-11
Sigi.=A A'roA 2 (GJ ~~(piA2 Cw )/ (Kt Lt )A 2) = 7053.29 ksi Eq. C3.1.2.1-9
1/213et ((Sigex+Sigt)_[(Sig~X+Sigt)A2 -'(4Bet Sigex Sigt)]AO.5) 14.407 ksi Eq. C4.1.2-1
Fe3 (0i Cb Ky Ly Sy) (E G J ly)AO.5 996.36 ksi Eq. C3.1.2.2-2
Fe =-mi6 Oe'l, Fe2, Fe3)' 14.407 ksi - -
L~ mb-c (Fy Fe )A0 ~5.= 1.581 ' Eq;'C4.1-4' k, - I I -
Lamb-c ->'1.5 Fn = [0.877 / Lamb-CA 2] Fy 12.635 ksi Eq. C4.1-3
P~x pi A 2 E Ix (Kx Lx)~2 10739.5 -lb Eq..C5.2.1-6
Alpha-x 1 - Ohm-c P /,Pex >,0 0.9269, ok Eq. C5.2.1-4
I" Pn Ae Fn 7751.6 lb Eq. C4.1-1 - . ,
?no`AgFj= 26831.91b Eq. C4.-2-4-,
I " .1
Wnx =.Se Fy ='13932.0 in-lb Eq. C11.1-1
r
Check combined conlp~essive axial load'-and benclig with Eq. C5.2.1-1
Compr essiv e Axial r atio (Ohm-c P / Pn) = 0.101
Be6dig ratio [(Ohrri-b Cmx Mx) / (Mnx Alpha-x)] = 0.301
C6mbined stress ratio by E~. C5.2.1-1 < 1.0 ==> 0.402 ok!
Check combined c6mpress'ive axial load and bendig with Eq. C5.2.1-2
C6mliressive Axial ratio (Ohm-c P / Pno) = 0.029
,g --.1end ratio-[(Ohm-bMx)/Mnx]= 0 ' 328
Combined stress ratio by Eq' C5.2.1-2 < 1.0 0.358 ok!
1 IN GEN I.E R I A A S- 0 C. S. C
Dat4: JUN 15, 2018 Page: 12 of 16 Job: M9088,
BASE BRACE TRANSVERSE ANAMIS
It i~ assumed that~the 6a ns4rse 'brace's, resist the seismic shear in tension and compression, with compression being
critical in the clesig~._
1heigh~0'*-,8.0,0 in
Lhoriz .00, in -10
Ldiag= 12.806" in,
Eccentric (assum~d) e= -~1.251'~ i6 15/12
5"0 BOLTS TYP.
26
~2"
1011128 P 0.7 Fp (Ldia"g/ Lhoriz) 55.33 lb 0 ;1
M P'e 69.16 in-lb, J*
K=- 1.0
DIAGONAL BRACE
KL/r =, 45~82,
i / ( , " p A K L/r)A -.138.7l.'ksi ,,.Fe E 2 =
Fy/2 = - 18:ksi-
ll~n` (1-F 4Fe)Fy 1 33664 '--Psi'. ,y/ U U
Pn =Ae Fn 5918 '.'Ib-
0 -c,, 1.,80
Pa Pn /.Ohm-c'-_,3288'i lb *
V' P~6,= Ae Fy 63A'~.2' lb
.Pao Pn6-/ Ohm-c 3516.2 lb,.,,:
A Pcr ='piAiE I (KL) 2 24388cl,b,~'-_
miu-x =.(1/[i-(6hm-c P PcrOf )A-J= 1.00
Ohm-b =11.67
~y,= Smin Fy = 634,2 ih-lb
Ma My Ohm-b = 379.77 in-lb
I v
Check combi.n'ed stress ratio for. Axial Compression and Flexure
P / Pa 0.017
M/Ma= 0182
ratio 1.6 bk! :10.199
Check bolt and connection part,-
Check Shear and ~clg~ distance -Check ru ptu re in Net Section Check Shear in Bol t
Diam: " 0.3125 in strip = 0.9449 in Ohm = 2.4
X-edge:' 0.8071' in!" U =(2.5Diam/strip) = 0.827 Ab = 0.0767 in A 2
Fu / Fy 1.61 Ft = U Fu = 47956 psi Fn= .24000, psi
Chm'= ,2.00 -An (strip - Diam) t = 0.0741 in A 2 Pn Ab % Fn Ohm 767 lb
Pn t x-edge Fu 2~4'2.8 lb Ok!,. Ohm = 2.22 Ok!-.
.,,Pn An Ft Ohm = 1600.8 lb Ok!
JMCRINGE.,NIERIA & ASOC. S,C,,
Date: -JUN IS, N18- Page: 13 of 16 Job: M9088
OVERTURNING ANALYSIS (TRANSVERSE) CASE A
Check anchor bolts for stationary units ..........
D - 551b (page#6)-,,.- Beta 1;0, (Per Sect 2. 1 RM 1) Scls = 0.782
P'= 286 lb',(page #6)' O.7S (Per Sect 1605. 1. 11 BC) V = 61.72 lb
Mgis 3905.36 In-lb,,i(page #S) Movt 0.711 Msis 2050.31 in-lb
Con~lert to Asb.6ased on 1.2DLf +'1'APLf
DLf =,'16.13%' PLf ="83.87% L
. ......... .. .............. -ASD-f 1.2 0.16 1.' 4 x .0.84 1.368
.Ptot =(O.*6-0.14Sds)D +~(O. 6-0.14Sds) Beta P= 167.26 lb Movt'= Movt ASD-f 2804.30 in-lb
Arm: 16.000 in Wst Ptot Arm 2676.20 in-lb
Mtot Movt Mst 128;10,ain'lb for uplift
~be'termine uplift fdrce~ with a dimension 6'ase SEPmin: 9.7000 in
'T Mtot SEPmin F -13.21 lb
11, 7 Hilti Kwik HUS-EZ 3/8" x 2 1/2" (Report ESR 3027)
. ..... ....... Pullouf str'e'ngthi~ Te~sion under seismic load Ta'= 1590.0 lb (table 3)
Psi 0.5 Phi = 0.650. .-Ta=PsiPhiTa'= 516.75 lb
Gi- 1;
. ~4 I
sei~mic load Va' = 905.0 lb (table 5) S earstrength under
Va Psi Phi Va'= 294.13 lb
Che'ck combintid shve"ar'and tension on anchor bolts n 1 (conse'rvative value [1.0 to 5/3])
~.T/Ta)An +'(WVa)An 1.20 0.235 00
OVERT URNING ANALYSIS (TRANSVERSE) CASE B
Check anchor bolts for stationar~ units
' "I I , ' . 1 .17, D 45 lb'(p~age #6),' Beta -- .1.0 (Per Sect 2. 1 RM 1) Scls = 0.782
P 297 lb'(p`a%g~ #6) -:R'_~- -0.75 (Per Sect 1605. 1. 11 BC) V = 61.06 lb
Msis= 3935.26 in-lb (page Movt = 0.711 Msis 2066.01 in-lb
Convert to A:SD based on 1.iDLf +~1.4PY:
DLf =' 13 16% PLf 86:84% 4--
A f= 1.2 i 4. 0.13 Z + 1.4 --x 0.87 1.374 SD % , : k -
Ptot =(0.6-0.14Sds D + (0. 6-0.14Sds) Beta P= 167.75 lb Movt'= Movt ASD-f 2838.05 in-lb
A r m-. 16.170~ tin Mst Ptot Arm,= 2712.56 in-lb
Mtot -=!Movt'- Mst =,,.,125.49 in-lb for uplift 128,", SINGLE)-,
Determine uplift force with a-dime nsion, base SEPmin: 9.7000 in
T=Mt6t/LSEPmin= 12.94 lb
- -, . 1. 4 '~ I - I , ... ".
0'0 x I L G. Hilti Kwik HUS-EZ 3/8" x 2 1/2" (Report ESR 3027) SLOTS rTP.
~ul,iout si'rengtK,'in Tension uncler.~eismic load Ta' = 1590.0 Ib (table 3)
Psi 0.5 Phi'-- 0.6~0' Ta -_~ Psi Phi Ta' = 516.75 lb =F)
Shea r. strength u nder seism ic load Va' mi ..-I 905.0 Ib (table 5) 1 'S, 2
Va = Psi Phi Va' = 294.13 lb
Check C~om"bined sl~ea'ri aind"tensidn on anchor bolts n 1 (conservative value [1.0 to 5/3])
'(T/Ta)Ar~+ (V/Va)~n.<' 1.20 0.233 ~00
J
Minimum Slab Thickness: 4" depth & Fc 2500 psi
7
JM'C-R.I'NG"'-E'N,IERIA&ASOCSC,,.,
Date: JU-N.15, 2018 Page: 14 of 16 Job: M9088
ANALYSIS 6F MA E-Cl-ANISM. ANTI-OVERTURN'ING
Usin~\Aialj 44t a c' h e d 0 P t io n'
The wall units will' be attached to metal stud wall at about the T1 elevation and T2 elevation.
V= 61.72- lb (page #5) Attachment locations:
-Wiiii tall, unit 116.00 'in. (page #2) T1 elev pullout @ Y1 = 12.00 in
Wall wide unit 48.00 in T2 elev pullout @ Y2 = 84.00 in
Arm = sqrt ft,' ,Wall Area/Unit 38.667 16.00 in p i
Check that Wall Lateral Load:is admisible:
Ywall = V Wall-area 1 , 60 psf < 5'psf, therefore wall is adequate for seismic loads
Shear Q 342.0 lb
beterm'ine.Pulloui force on the wall -attachment
by balance'equiation has the following morneks:
Ms is~-, 0.61VIst -,(Yl,Tl) -,(Y2 T2) 0
Thus;' T1 (Yj T2 0.1429 T2.
2M.6 'in-6 *Msis-0.6K4st i
22 . 68.6 0.142'~ 12 T2 84 T2=0
Then, -,T2-:- 26.47- lb, <== Max. Withdrawal
ii 3.78
Use, S-IVID 12-14X2 HWH#3 -Tek Strew Approved ICC ESR 2196, at each
co6nec-tion poin't'to,fas'ten shelving upright with metal stud wall.
Ohm F 3.00 Sectiori E4 AISI
Al Pnot 0.85 tc d Fu2 / Ohm = 4301.75 lb Pull-Out Eq. E4.4.1-1
t2 '0.0566 in Pall (ESR-2196) = 330.0 lb 8.02%
/in '-1 5Q , -in Pnov 1.5 tl d'w Ful / Ohm = 1263.7 lb Pull-Over Eq. E4.4.2-1 load bea*ring area
Ful 58000 Rsi t2/tl = 0.5
F62=' '4 5" 0 0'0 lls' i "Pri's - 4.2 (t2A3 d)AO.5 Fu2 /Ohm = 394.3 lb Shear Sec. E4.3.1
d= 0.216 in
d'w 0.4150 in Combined Shear and Pull-Over
# Scr~ws 2' Q/ Pris #screw+ 0.71T/ Pnov#screw < 1.10 0.441 ok!
-2 X !,-x 12 CA
TOP TE Using Top Tie 6acing O~iion 3rr 12,3A
~TS
I-L. - 21- x 2- x 0 105"
M DL D Ariii/2 440.0.in-lb,, bhrn= 1'92 L = 92.00 in
0\ 0 M P P Arm/2 '228'8.0 in-lb A=, 0.74~ A L 5 in 2 rmin = 0.4689 in
MSt MbL.+ MPL 2728.0.in-lb fa Ohm Peff A 209.4 psi
Msis - O.6Mst 2268.6 in-lb Fe piA2 E (K L/r)A 2 7563.2 psi BOLT
Height H -.:116.00 in Lamda-c = 0.0690
PeqluiV 19.56 lb Fa [0.658ALamb-CA -,~rO E50L 2] Fy = 35928 psi TYP
Peff Pequiv + Fp -813 'Ib fa Fa = 0.006 ok!
CQ j -Lu-,
KNEE BR~IE .
JM .Lao 0
Date: JUN 15, 2018, Page: 15 of 16 Job: M9088
IL 4,
X-BRACE ANALYSIS (LONGITUDINAL)
~racing capacity is gover~ecl by the tension capacity of the brace member.
Veff 03 Fp.= 43.21 lb 1 23/128" 17/32"
A
Lhoriz 4&00 in, 1116"
1 23/128"
Lvert 72.00 in .......... . ...
Ldiaj 86.533 in
Vdiag -=':Veff (Lqia`g Lhor) 77.9 lb (Seismic load in tension) . . - - I I .
25/64" Lli 9164*
Member type: Flat b~r 1-3/16'.'. x 12Ga'
36000 p~i
Fu 58000.psi,'.
Wiclt~ 1'1875,in
Tl~ 0. i02 in A
Ag 0.1211 inA2
A --0.0829 in 2
Bolt D 0.3125~in
HoWdiam b.P50',in 5/1 Co 8OLTS TY; .
A6ea h ng -'~'O ' 0383 in-A2
Fv 24000 psi 1 3/16".12
— FLAT BAR
GA.
Tensi6in ca-Racity of th6 brace: %
Tal=0.~FyAj= *2616.3,lb,,,
Ta2 = 0.5 Fu A~,~ ".12403.4 lb*
Ta miri (Tal;,Ta2) 2403.4 Ib'Ok in Tension
Brace Attachme'rit i-
'Biiir'ing capacity of strap:
Ta Fu Abearing'~= `2218.5 lb. Ok in Tension!
.Shearca I3~city ~f Bolt
V Fv Ab-2 1840.8 Ib Ok in She-ar!' Typical X-Brace shelving
X-bracling-not to"exc,eed two open bays.
X I a 'bracini to 13~'inst Iled at 57.5 . !'O/C AFF A
J,
..'IM-CRINGE -NIERIA & ASOC. S.C'
Date- JUN'15, 2018, ~age: 16 of 16 Job: M9088
ARM AND SHELF CAPACITY REVIEW Case: TGT Typical arm connector'.
'Length arrn= -, 25.00 in 7,7
distance between cbu ple X= 4-.000- In-" 3,5
, _ . j % -1
ArrnTh=,0.1575 in
1 1— 114.6 185,7
3:,:5 Contact surface AID in T= 0.0589 in-~
Contac;t surface' Ab in C= .0.0369 in 2 . .. .... .. ........ . R9,
A 3- heff 1.3189 ih' Sx 0.0913 in
Load 80 lb , ; ~L221,3
71,3
Tube Th 0.0787 in
T6be 6' 622
Tube L =,44'7.1654. in Check connector:
tMa~'Defle'c'tion C/ 180' T = Ab Fy / 1.67 = 1269.7 lb
IFY ~3 6000 psi C Ab Fu / 2.0 = 1069.8 lb
00
.
.'Fu :58 0 psi Mr min (T, C) X = 4279.2 in-lb ok!
~.arms per shelf."- -12 Check arm:
Load type (1 06int,1 2 Unif) 2 Mr Fy Sx min / 1.67 = 1968.40 in-lb ok!
# tubes per shelf -1 Checktube:
M a r ~n'-_ 560,00 Mr=FySx/1.67= 1013.14 in-lb ok!
M tu.b~ =. '.471.65 in-lb Check deflection:
Def. allow '~0.2_620 ih A Def 5WL 3/384EI 0.1602 in ok!
Case:- 4anjinj_/F61dinj 1 1. 1 , t 202 Length'arm=-' 0 i 17.0 n 92 76,3
distance between cou'ple X=' e 2.000 in 7,7 fi~
'Arm Th -0.1575 in
,Contacf s6rfa.ce AID in T=, 0.0589 inA2.",,,.,
Contact surfac6 Ab in C=- 0.0369 in~2 . 2
1117. heff 1.3189 i n Sx- 0.0913 i n 3 4"
Load'= 80 Ab 1~_, - ----------- ... . ....... . ..
Tube~~Th 0.0787 in
Tube P 0.§842.i6 DIMENSIONS IN MILIMETERS (FIGURE UPSIDE DOWN)
-Tube L 4i. 1*65 iri Check connector:
Max Deflection L 180 T = AID Fy/ 1.67 = 1269.70 lb
Fy = 6 000 psi - ''3 C = Ab Fu / 2.0 = 1069.81 lb
Ju = 58000 psi Mr ='min (T, C) X = 2139.62 in-lb ok!
'#,arms per,,sh6lf = 2. Check arm:
Load type (1,Point; 2'Unif) = 1 at end Mr Fy Sx min / 1.67 = 1968.40 in-lb ok!
# tubes pe~r shelf 1 Checktube:
t M arm= ,,680.00 in-,lb Mr=F y Sx / 1.67 = 1013.14 in-lb ok!
M tube 47i.65 in'*-1 b Check deflection:
Def.: allow 10:2620 in Def 5WLA3/384EI 0.1602 in ok!
r
U