HomeMy WebLinkAbout2210 Faraday Ave; 120; CBC2016-0090; PermitPrint Date: 05/09/2018
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
Project Title:
2210 Faraday Ave, 120
BLDG-Commercial
2121205500
$6,000.00
Commercial Permit
Work Class: Tenant Improvement
Lot#:
Reference #:
Construction Type
Bathrooms:
Orig. Plan Check#:
Plan Check#:
Description: GEN MARK: HIGH-PILE STORAGE RACKS APRX 1,850 SF AREA
Owner:
CARLSBAD 2210 LLC
8100 Maplewood Ave E, 220
GREEWOOD VILLAGE, CO 80111
FEE
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-COMMERCIAL
Total Fees: $ 217.80 Total Payments To Date : $ 55.64
{city of
Carlsbad
Permit No: CBC2016-0090
Status:
Applied:
Issued:
Permit
Fina led:
Inspector:
Final
Inspection:
Contractor:
Closed - Expired
12/22/2016
RAYMOND HANDLING SOLUTIONS INC
9939 Norwalk Blvd
SANTA FE SPRINGS, CA 90670-3321
562-944-8067
Balance Due:
AMOUNT
$79.48
$55.64
$41.00
$39.00
$1.00
$1.68
$162.16
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
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest 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
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. 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 otherwise expired.
Building Division
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING
Ccityof
Carlsbad
JOB ADDRESS 2.21'0
CTf,PROJECT # LOT#
Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008
Ph: 760-602-2719 Fax: 760-602-8558
email: building@carlsbadca.gov
www.carlsbadca.gov
SUITE#/SPACE#/UNrT#
Av I::'. n.v
PHASE# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME
DESCRIPTION OF WORK: Include Square Feet of Affected Area(s)
EXISTING USE GARAGE (SF] PATIOS (SF) DECKS (SF) FIREPLACE
~-S-\ YES0
PROPERTY OWNER NAME
ADDRESS
Cl1Y
Ci.YI sb o<
PHONE s~ ).-PHONE
EMAIL
CONTRACTOR BUS. NAME
p ... o -
CONSTR. TYPE acc. GROUP
V---l'., r>---S·
AJR CONDITIONING
NoO vesONoO
FIRE SPRINKLERS
YES0N00
STATE ZIP
C-A..
FM
DESIGN PROFESSIONAL S1\l--VCTV 12--A'f M,c 11.i 1)
ADDRESS
\
PHONE .
11"\.
EMAIL
ST6 ~-
STATE ZIP
•Y2..-'bD.1
STATE UC.#
ADDRESS qcc~q
Cl~. 2>ll'I-\., Fe
PHONE
<"/iUO· 112--"68:S°B
EM All
STATE LIC.#
'i>
ZIP
OA. '10 10
FM
QI
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to_construct. alter, improve, demollsh or repair any structur , prior o its issuance, also requires the applicant for such per_m1t to file a s1Med statement that he 1s licensed pursuant to the provisions oft~e Contractor's license Law {Chapter 9, comme.nding with Secti9n 70_00 of Division 3 of the Business and Professions Code} or that he 1s exempt therefrom. and the basis for the alleged exemption. Any v1olat1on of Section 7031.5 by any applicant for a permit subJects the appbcant to a civil penalty of not more than five hundred dollars {$500}).
WORKERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the labor Code, for the perfonnance of the work for which this pennit is issued.
I have and will maintain workers' compensation, as rreQuired by Section 3700 of the labor Code, for the performance of!1e work for which. this perm? issued. My workers' compensation insuran_:: carrie~ and policy
numberare:lnsuranceCo. Kavs\c:i -\J~A. lr\L· Po!icyNo. LU<'.-~01S: 1~-0=\= ExplrationDate 4-c,( 2..017
This section need not be completed if the permit is for one hundred dollars ($100) or less. D Certificate of Exemption: I certify that in the performance of the work for which this permit is issLJed, I shall not employ any p_erson in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in
addition to the cost of compensation, damages as provided for in Section 3706 of the labor code, interest and attorney's fees.:----:-;/;~P:,
2$ CONTRACTOR SIGNATURE
/ hereby affirm that I am exempt from Contractor's Ucense Law for the following reason·
D
D
D
I, 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 Contractor's
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 sLJch improvements are not iritended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
I, as owner of the property, am exdusively contracbng with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
I am exempt Linder Section Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed pro~rty improvement 0Yes 0No
2. I (have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (finn) to provide the proposed construction (include name address I phone I contractors' license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number):
5. I will provide some of the work, but! have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work):
~ PROPERTY OWNER SIGNATURE 0AGENT DATE
COMPLETE THIS SECTION FOil NON•REStDENTfAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and preventon program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act'? Yes No
Is the applicant or future building occupant required to obtain a pem,it from the air pollution control district or air quality management district? Yes ~
Is the facility to be constructed within 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
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
I certify that I have read the appllcatlon and state that the above lnfonnatlon Is conectand that the infonnation on the plans is accurate. I agree to complywth all City ordinances and State laws relating 1D builclng construction.
I hereby authorize rep-esentative of the City of Garlsbad to enteru!X)n the atxive mentioned property for inspection f)JtlXlses. I ALSO AGREE TO SAVE, INDEMNIFY ANO KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA M OSHA permit is required for excavations ayer 5'0' deep and derrdltion or ccnstruction of structures over 3 stories in hei;]hl.
EXPIRATION: Every permit is.sued by the Building Official under the provisions of this Cooe shall expire by limitation and beOJme null and vt1kl Wthe DJilding orv.or1< authorized by sudl permit is not oommenced 'MIilin
100 days from the date of such permit or if the buik:Hng or'l,OfK authorized by sudl permit is suspended or abal"OO'led at anytime after the 'M'.X'k is commenced for a period of 100 days (Section 100.4.4 UnOOrm Building Code).
,l!5 APPLICANT'S SIGNAT\JRE DATE
STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
CO#: (Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. UC. No.
DELIVERY OPTIONS
PICK UP: CONTACT (Listed above) OCCUPANT (Listed above)
CONTRACTOR (On Pg. 1)
MAIL TO: CONTACT (Listed above)
CONTRACTOR (On Pg. 1)
OCCUPANT (Listed above)
MAIL/ FAX TO OTHER:----------------
A$ APPLICANT'S SIGNATURE
ASSOCIATED CB#,-------------
NO CHANGE IN USE I NO CONSTRUCTION
CHANGE OF USE / NO CONSTRUCTION
DATE
ZIP
~~ ~ CIT Y OF
CARLSBAD
CBC2016-0090
2210 FARADAY AVE # 120
Building Division INSPECTION RECORD GENMARK: HIGH-PILE STORAGE RACKS APRX 1.850 SF
AREA
0 INSPECTION RECORD CARD WITH APPROVED
PLANS MUST BE K~PT ON THE JOB
0 CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION 2121205500
12/22/2016 0 FOR BUILDING INSPECTION CALL: 760-602-2725
OR GO TO: www.Carlsbadca.gov/Building AND CLICK ON
"Request Inspection" CBC2016-0090
DATE:
If "YES" is checked below that Division's approval is required rior to re ues_tmg a Final Building Inspection. If you have any questions
please call the applicable divisions at the phone numbers provided below. After all required approvals are signed off-fax to
760-602-8560, email to bid ins ections@carlsbadca. ov or bring in a COPY of this card to: 1635 Faraday Ave .• Carlsbad.
NO YES Required Prior to Requesting Building Final If Checked YES Date Inspector Notes
Planning/Landscape 760-944-8463 Allow 48 hours
CM&/ (Engineering Inspections) 760-438-3891 Call before 2 pm
Fire Prevention 760-602-4660 Allow 48 hours
Type of Inspection Type of Inspection
CODE II BUILDING Date Inspector CODE II ELECTRICAL Date Inspector
#11 FOUNDATION #31 D ELECTRIC UNDERGROUND D UFER
#12 REINFORCED STEEL #34 ROUGH ELECTRIC
#66 MASONRY PRE GROUT #33 0 ELECTRIC SERVICE O TEMPORARY
D GROUT 0 WALL DRAINS #35 PHOTO VOLTAIC
#10 TILT PANELS #53 ELEC/CONDUIT/WIRING
#11 POUR STRIPS #39 FINAL
#11 COLUMN FOOTINGS CODE II MECHANICAL
#14 SUBFRAME O FLOOR D CEILING #41 UNDERGROUND DUCTS & PIPING
#15 ROOF SHEATHING #44 0 DUCT & PLENUM O REF. PIPING
#13 EXT. SHEAR PANELS #43 HEAT-AIR COND. SYSTEMS
#16 INSULATION #49 FINAL
#18 EXTERIOR LATH CODE II COMBO INSPECTION
#17 INTERIOR LATH & DRYWALL #81 UNDERGROUND (11,12,21,31)
#51 POOL EXCA/STEEL/BOND/FENCE #82 ·DRYWALL,EXT LATH, GAS TES (17,18,23)
#55 PREPLASTER/FINAL #83 ROOF SHEATING, EXT SHEAR (13,15)
#1.9 FINAL #84 FRAME ROUGH COMBO (14,24,34,44)
CODE II PLUMBING Date Ins ector #85 T-Bar (14,24,34,44)
#22 0 SEWER & BL/CO D Pl/CO ~~~~~~---'-~~~~~~t--~~~--+~~~~~~
#89 FINAL OCCUPANCY (19,29,39,~9)
#21 UNDERGROUND D WASTE D WTR FIRE Date 1.ns ctor
#24 TOP OUT D WASTE D WTR A/S UNDERGROUND VISUAL
#27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO
#23 D GAS TEST D GAS PIPING A/S UNDERGROUND FLUSH
#25 WATER HEATER A/S OVERHEAD VISUAL
#28 SOLAR WATER A/S OVERHEAD HYDROSTATIC
#29 FINAL A/S FINAL
CODE It STORM WATER F/A ROUGH-IN
#600 PRE-CONSTRUCTION MEETING F/A FINAL
#603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH -IN
#605 NOTICE TO CLEAN FIXED EXTING SYSTEM HYDROSTATIC TEST
#607 WRITIEN WARNING FIXED EXTINGUISHING SYSTEM FINAL
#609 NOTICE OF VIOLATION MEDICAL GAS PRESSURETEST
#610 VERBAL WARNING MEDICAL GAS FINAL
EV 10/2016
EsGil Corporation
• In <Partners nip witfi government for <Bui{tfing Safety
DATE: 1/5/2017
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: C2016-0090
PROJECT ADDRESS: 2210 Faraday Ave.
PROJECT NAME: Storage Racks for Genmark
SET: I
.D AP~LICANT
b--:11'.JRIS.
D PLAN REVIEWER
D FILE
[2'.] The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
[2'.] EsGil Corporation staff did not advise the applicant that the plan check has been completed.
D EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacte~ L] Telephone#:
Date contacted: ·~ ' ) Email:
Mail Telephone Fax In Person
[2'.] REMARKS: 1. Fire Department approval is required. 2. City to field verify that the path of travel
from the handicapped parking space to the rack area and bathrooms serving the rack area
comply with all the current disabled access requirements.
By: David Yao Enclosures:
EsGil Corporation
D GA D EJ D MB D PC 12/27/16
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
.
Clty of Carlsbad C2016-0090
1/5/2017
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK NO.: C2016-0090
PREPARED BY: David Yao
BUILDING ADDRESS: 2210 Faraday Ave.
BUILDING OCCUPANCY:
BUILDING AREA Valuation
PORTION (Sq.Ft.) Multiplier
rack
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
Bldg. ~e_~_mi_t Fee_ by_£)_rd_ina_nc: . -• I
Type of Review: 0 Complete Review
D Repetitive Fee ~~~ ~~.;] Repeats
Comments:
D Other
D Hourly
EsGil Fee
DATE: 1/5/2017
Reg. VALUE ($)
Mod.
per city 6,000
6,000
$79.11 I
$51.42!
D Structural Only
1-------;1 Hr. @ *
$44.301
Sheet 1 of 1
macvalue.doc +
Structural
Concepts
Engineering
1815 Wright Ave
La Verne, Ca. 91750
Tel: 909-596-1351 Fax: 909-596-7186
Project Name: GENMAl<K FARADAY
Pr~ect Number: Q-102516-2LV
Date : 10/26/16
Street Address: 2210 FARADAY AVE, SUITE 120
City/State : CARLSBAD, CA 92008
Scope of Work : STORAGE !<ACK
CBC2016-0090
2210 FARADAY AVE # 120
GENMARK HIGH-PILE STORAGE RACKS APRX 1.850 SF
AREA
2121205500
12/22/2016
CBC2016-0090
-c.)
OCT 2 8 2016
Structural
Concepts
~~ Engineering --!;:/ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
TABLE OF CONTENTS
Title Page ...
Table of Contents .... 2
Design Data and Definition of Components ... 3
Critical Configuration . 4
Seismic Loads ... 5 to 6
Column. 7
Beam and Connector ..... . 8 to 9
Bracing .. 10
Anchors ... 11
Base Plate ... 12
Slab on Grade .. 13
Other Configurations .. 14
GENMARK FARADAY TYPE A Page "7-of l 'f I 0/25/2016
Structural
Concepts
~;j Engineering
--<~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Design Data
1) The analyses herein conforms to the requirements of the:
2012 !BC Section 2209
2013 CBC Section 2209A
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks ''2012 RMI Rack Design Manual"
ASCE 7-10, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
Al! other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
Frame
Height
A
~: :li====:::lii:±:======lt
Beam
Product Spacing
~=~~~~b:::!:~=dt
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
=~
Beam to Column
Connector
=~
Base Plate and
Anchors
~
GENMARKFARADAYTYPEA Page ·; of l L('
Panel
Height
l'====al_J_
I..-... Frame .-1 I Depth -1
Section A: Cross Aisle
(Transverse ) Frame
Horizontal
Brace
Diagonal
Brace
I 0/25/2016
Str~ural
\..,oncepts
~4 Engineering
·--sd 1200 N. Jefferson Ste Ste FAnaheim CA92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Configuration & Summary: TYPE A SELECT1VE RACK
T
34"
144" + -
100"
Seismic Criteria # Bm Lvls
Ss=l.069, Fa=l.072 2
Component
Column Fy=55 ksi
Column & Backer None
Beam Fy=55 ksi
Beam Connector Fy=55 ksi
Brace-Horizontal Fy=55 ksi
Brace-Diagonal Fy=55 ksi
Base Plate Fy=36 ksi
Anchor 1 per Base
Slab &Soil
Level I Load**
Per Level BeamSpcg
1 1,000 lb 100.0 in
2 1,000 lb 34.0 in
** Load defined as product weight per pair of beams
Notes I
GENMARK FARADAYTYPE A
144"
36"
1
.-f-42" +
**RACK COLUMN REACTIONS
ASDLOADS
AAZ<IL DL= 75 lb
AAZ<IL LL= 1,000 lb
SEISMIC AAZ<IL Ps=+/-973 lb
BASE MOMENT= 0 in-lb
Frame Depth Frame Height # Dia onals Beam Length Frame Type
42in 144.0 in 3 96in Single Row
Description STRESS
Hannibal IF301+3x3x14ga P=1075 lb, M=10525 in-lb 0.3+0K
None None N/A
HMH 24160/2.5" Face x 0.06" thk Lu=96 in I Capacity: 1883 lb/pr 0.53-0K
Lvl 1: 3 pin OK I Mconn=4956 in-lb I Mcap=l2691 in-lb 0.39-0K
Hannibal 1-1/2xl-1/2x16ga O.O+OK
Hannibal 1-1/2xl-1/2x16ga 0.06-0K
8x5x3/8 I Fixity= O in-lb 0.17-0K
0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=417 lb) 0.342-0K
5" thk x 2500 psi slab on grade. 750 psi Soil Bearing Pressure
Brace
36.0 in
48.0 in
48.0 in
Total:
I Story Force I Story Force
Transv Longit.
1221b 931b
1631b 1241b
285 lb 217 lb
Page 'f of \lf
Column I Column I
Axial Moment
1,075 lb 10,525 "#
5381b 1,057 "#
0.12-0K
Conn. Beam
Moment Connector
4,956 "# 3 pin OK
1,273 "# 3 pin OK
I 0/25/2016
Structural
Concepts
~4 Engineering
--~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Seismic Forces Configuration: TYPE A SELECTIVE RACK
Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*lp*(0.67*P*Prf+D) Vt
Cs!= Sds/R
= 0.1910
Cs2= 0.044*Sds
= 0.0336
Cs3= 0.5*51/R
= 0.0516
Cs-max= 0.1910
Base Shear Coeff=Cs= 0.1910
Cs-max* Ip= 0.1910
Vmin= 0.015
Elf Base Shear=Cs= 0.1910
Ws= (0.67*PLm * PL)+DL (RMI 2.6.2)
= 1,490 lb
vtransv=Vt= 0.191 * (150 lb+ 1340 lb)
Etransverse= 285 lb
Limit States Level Transverse seismic shear per upright
Leve! PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi
1
2
1,000 lb
1,000 lb
670 lb
6701b
sum: P=2000 lb 1,340 lb
Lonqitudinal (Downaisle) Seismic Load
Similarly for longitudinal seismic loads, using R-6.0 Ws=
751b
751b
150 lb
100 in
134in
W=1490 lb
(0.67 * PL,"* P) + DL
74,500
99,830
174,330
PRF2-
Ss= 1.069
51= 0.413
Fa= 1.072
Fv= 1.587
Sds=2/3*Ss*Fa= 0.764
Sdl=2/3*Sl *Fv= 0.437
Ca=0.4*2/3*Ss*Fa= 0.3056
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRfl = LO
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 75 lb
Fi Fi*(hi+hp/2)
121.8 lb 15,103·#
163.2 lb 25,786-#
2851b J:=40,889
:.o I ,:,I E3 ,,.,I 8
:sl=Sdl/(T*R)*0.67= 0.1457 = 1,490 lb (Longitudinal, Unbraced Dir.) R= 5.0 h·I 1:""' ,,.,19 Cs2= 0.0336
Cs3= 0.0344
Cs-max= 0.1457
Level
I
2
PRODUC LOAD P
1,000 lb
1,000 lb
Cs=Cs-max*lpo:: 0.1457 T= 0.50 sec I Vlong=
Elongltudinal=
P*0.67*PRF2
670 lb
6701b
0.1457. (150 lb+ 1340 lb) I
217 lb limit Slates LI/I'd LM/Ji"t.. seinmc $MM per upri{Jht
DL
751b
751b
hi
lOOin
134 in
wi*hi
74,500
99,830
E::Jr:1 [3
Fi
92.7 lb
124.3 lb
F~ont View
B
sum: 1 340 lb 150 lb W=1490 lb 174 330 217 lb ~~~~~=======~====~========~~======~~~====~~~~~~=
GENMARK FARADAYTYPE A Page 5' of ( 'f I 0/25/2016
Structural
Concepts
~~~ Engineering
--~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK
Determine the story moments by applying portal analysis. Toe base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 217 lb
Vcol=Vlong/2= 109 lb
Fl= 931b
F2= 124 lb
F3= 0 lb
Seismic Story Moments
Typical frame made
of two columns
' = r=-::i.·· .. · ·. ·.· [771.· ' r--=L .. · [771. •·. '= ... · .. · ..... ~ ~ ~·~ r:=...J'L.:::l I . I ' = r= =.· ····.:r=.···· =:=.···· -+ c:::.:::.J L...:::J" i.:::::..:J I ~ c:::::..:J I~
Conceptual System
Typical Frar:1e made
o( two column> '_r-: __ -
Mbase-max= 0 in-lb <=== Default capacity hi-elf= hl -beam clip height/2
Mbase-v= (Vcol'hleff)/2 = 97 in
= 5,262 in-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in-lb PINNED BASE ASSUMED
M 2-2= [Vcol-(Fl)/2] 'h2 M 1-1= [Veal* hleff]-Mbase-eff
= (109 lb' 97 in)-0 in-lb
= 10,525 in-lb
= (109 lb -62.2 lb]'34 in/2
= 1,057 in-lb
Mseis= (Mupper+Mlower)/2
Mseis(l-1)= (10525 in-lb+ 1057 in-lb)/2
= 5,791 in-lb
Mseis(2-2)= (1057 in-lb+ O in-lb)/2
= 528 in-lb
Summary of Forces
LEVEL
1
2
hi
100 in
34in
Axial Load Column Moment**
1,075 lb 10,525 in-lb
538 lb 1,057 in-lb
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in-lb
**all moments based on limit states level loading
Mseismic**
5,791 in-lb
528 in-lb
GENMARK FARADAY TYPE A Page {; of l 'f
Mend-fixity
1,290 in-lb
1,290 in-lb
Veal
h2 ,. 1~ -
h1 h1eff
11
Beam to Column Elevation
rho= 1.0000
Mconn** Beam Connector
4,956 in-lb
1,273 in-lb
3 pin OK
3 pin OK
I 0/25/2016
COi
Structural
Concepts
~4 Engineering
·----'--~ 1200 N. Jefferson Ste Ste F Anaheim CA92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-ZLV
Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK
Section Properties
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 inA2
Ix = 1.130 in/\4
Sx = 0.753 in"'3
rx = 1.326 in
nf= 1.67
Iy = 0. 749 inA4
Sy = 0.493 in A 3
ry = 1.080 in
Fy= 55 ksi
Kx = 1.7
Lx = 98.8 in
Ky= 1.0
Ly= 36.0 in
Cb= 1.0
r-3.00:in~
-r
y-·-r·-·-y 3.000 in
Cmx= 0.85
E= 29,500 ksi
Loads Considers loads at level 1
COLUMN DL= 75 lb Critical load cases are: RMI Sec 2.1
10,075 in
JI
~0.75in
_j_
COLUMN PL= 1,000 lb Load Case 5:: (1+0.105*Sds)O + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, A50 Method
Meal= 10,524 in·lb axial load coeff: 0.791154 * P seismic moment coeff: 0.5625 * Meo/
Sds= 0.7640 Load Case 6:: (1+0.104*5ds)O + (0.85+0.145ds)*B*P + (0.7*rho*E)<= 1.0, ASO Method
1 +0.lOS*Sds= 1.0802 axial load coeff: 0.66987 seismic moment coeff: 0.7 * Meo/
1.4+0.14Sds= 1.5070 By analysis, Load case 6 governs utilizing loads as such
1+0.14Sds= 1.1070
Moment=Mx= 0.7*rho*Mcol 0.85+0.14*Sds= 0.9570
B= 0.7000
rho= 1.0000
Axial Anal sis
Axial Load=Pax= 1.10696*75 lb+ 0.95696*0.7*1000 lb = 7531b = O. 7 * 10524 in-lb
= 7,367 in-lb
KxLx/rx = !.7*98.75"/1.326"
= 126.6
Fe= nA2E/(KL/r)maxA2
= 18.2ksi
Pn= Aeff*Fn
= 11,680 lb
P/Pa= 0.12
Bendin Anal sis
Check: P/Pa + Mx/Max $ 1.0
Pno= Ae*Fy
< 0.15
= 0.643 in A 2 *55000 psi
= 35,365 lb
Max= My/Qf
= 41415 in-lb/1.67
= 24,799 in-lb
µx= {l/[l-(l'lc*P/Pcr)]Y-1
KyLy/ry = 1 *36"/1.08"
= 33.3
Fy/2= 27.5 ksi
l'lc= 1.92
= {l/[l-(!.92*753 lb/11674 lb)JY-1
= 0.88
Combined Stresses
Pao= PnolQc
= 353651b/l.92
= 18,419 lb
Fe < Fy/2
Fn= Fe
= nA2E/(Kljr)maxA2
= 18.2 ksi
Pa= Pn/Qc
= 11680 lb/1.92
= 6,083 lb
Myield=My= Sx*Fy
= 0.753 inA3 * 55000 psi
= 41,415 in-lb
Per= nA2EI/(KL)maxA2
= nA2*29500 ksi/(l.7*98.75 in)A2
= 11,674 lb
(753 lb/6083 lb)+ (7367 in-lb/24799 in-lb)= 0.34 < 1.0, OK (EQ C5-3)
** For comparison, total column stress computed for load case 5 is: 27.0% ilizinqloads 872.1705 lb Axial and M= 5525 in-lb
GENMARK FARADAY TYPE A Page l of l't I0/25/2016
Str~ural
vonc~ts
~-fr:;} Lngineering
----U 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714 632.7330 Fax: 714.632.7763
By: ENHAO ZHANG Project: GENMARK FARADAY
BEAM Configuration: TYPE A SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITY
A) Check compression flange for local buckling (82.1)
W= C -2*t -2*r
= 1.625 in -2*0.06 in -2*0.06 in
= 1.385 in
w/t= 23.08
!=lambda= [1.052/(k)AO.S] * (w/t) * (Fy/E)A0.5
= [J.052/(4)A0.5] * 23.08 * (55/29500)A0,5
= 0.524 < 0.673, Flange is fully effective
B) check web for local buckling per section b2.3
fl(eomp)= Fy*(y3/y2)= 47.24 ksi
f2(tension)= Fy*(yl/y2)= 99.00 ksi
Y= f2/fl
= ·2.096
k= 4 + 2*(1·Y)A3 + 2*(1·Y)
= 69.54
flat depth=w= yl +y3
Eq. 82.3·5
Eq. 82.3·4
Eq. 82.1-4
Eq. 82.H
= 2.260 in w/t= 37.66666667 OK
!=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5
= [J.052/(69.54)A0,5] * 2.26 * (47.24/29500)A0,5
= 0.19 < 0.673
be=w= 2.260 in
bl= be(3·Y)
= 0.443
b2= be/2
= 1.13 in
bl+b2= 1.573 in > 0.73 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= ('Fye+ (l·C)'Fy (EQ A7.2·1)
Leorner=Le= (p/2) * (r + t/2)
0.141 in
Lflange-top=Lf= 1.385 in
m= 0.192*(Fu/Fy) • 0.068
= 0.1590
C= 2'Le/(Lf+2*Le)
= 0.169 in
(EQ A7.2-4)
Be= 3.69*(Fu/Fy) · 0.819*(Fu/Fy)A2 · 1.79
= 1.427
si nee fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fye= Be * Fy/(R/tYm
= 78.485 ksi
(EQ A7.2·2)
Thus, Fyawtop= 58.97 ksi (tension stress at top)
Fya-bottom= Fya*Yeg/(depth ·Yeg)
= 114.48 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lftange-bot=Lfb= Lbottom • 2*r*·2*t
= 2.510 in
Cbottom=Cb= 2*Le/(Lfb+2*Le)
= 0.101
Fy-bottom=Fyb= Cb'Fye + (l·Cb)*Fyf
= 57.37 ksi
Fya= (Fya·top)*(Fyb/Fya-bottom)
= 29.56 ksi
Eq 82.3·2
(EQ A7.2-3)
if F= 0.95 Then F*Mn=F*Fya*Sx=j 10.04 inwk
8./
Project#: Q-102516--2LV
2.75 in
~3io +
T 1.625 in
2.500 in
Beam= HMH 24160/2 5" Face x O 06" thk
_i
Ix= 0.512 in"4
Sx= 0.358 in"'-3
Yeg= 1.650 in
t= 0.060 in
Bend Radius=r= 0.060 in
Fy=Fyv= 55.00 ksi
Fu=Fuv= 65.00 ksi
E= 29500 ksi
top flange=b= 1.625 in
bottom flange= 2.750 in
Web depth= 2.:=nn ;,...
L-Fy -
f1(comp)
12(tens,on)
yl= Yeg+r= 1.530 in
y2= depth-Veg= 0.850 in
y3= y2+r= 0.730 in
Str~t:Jral
'~~-yncEt~gineering
-1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO ZHANG Project: GENMARK FARADAY
BEAM Configuration: TYPE A SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= HMH 24160/2.5" Face x 0.06" thk
lx=lb= 0.512 inA4
Sx= 0.358 in,..._ 3
t= 0.060 in
Fy=Fyv= 55 ksi
Fu=Fuv= 65 ksi
Fya= 59.0 ksi
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L *W*Rm/8
E= 29500 ksi
F= 150.0
L= 96 in
Beam Level= 1
P=Product Load= 1,000 lb/pair
D=Dead Load= 75 lb/pair
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P
FOR DL=20/o of PL,
W= 1.599
Rm= 1-[(2*F*L)/(6*E*Ib + 3*F*L)]
RMI 2 • .2, item 8
1-(2*150*96 in)/[(6*29500 ksi*0.5115 inA3)+(3*150*96 in)]
= 0.785
if F= 0.95
Then F*Mn=F*Fya*Sx= 20.04 in-k
Thus, allowable load
per beam pair=W= F'Mn*8*(# ofbeams)/(L'Rm*W)
= 20.04 in-k * 8 ' 2/(96in * 0.785 * 1.599)
= 2,661 lb/pair allowable load based on bending stress
Mend= W'L*(l-Rm)/8
= (2661 lb/2) * 96 in* (1-0.785)/8
= 3,433 in-lb = 1,290 in-lb
@ 2661 lb max allowable load
@ 1000 lb imposed product load
2. Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd= 1 · (4*F'L)/(5*F'L + lO*E*lb)
= 1 -(4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*0.5115 inA4)]
= 0.742 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= 5*W'L A3/(384*E*lb)
L/180= 5*W'L A 3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5'LA 2*Rd)
= 384*0.S115 inA4*2/[180*5*(96 in)A2*0.742)
= 1,883 lb/pair allowable load based on deflection limits
Pro;ect #: 9-102s16-2LV
2.75in
t;.3io }
T 1.625 ln
2.500 in
0.060 in
~ :-:tJ~U 11!!!0!!!1 O!!!l ll!!e/ll!!e)ll!!!l l!!!ll l!!!lll!!!il 1~111!!!1 I l!!!li!!!I! 1!!!1 O~lll~I I l!!eO 1!!!111~1 l;fl)::::
' .
Beam
Length
Allowable Deflecbon= L/180
= 0.533 in
Deflection at imposed Load= 0.283 in
' .
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 1,883 lb/pair
Imposed Product Load= 1,000 lb/pair
Beam Stress= 0.53 Beam at Level 1 L-~~~~~~--'
_c::;+M,1.,..+,, .. ,.I
~:nine>Prinn r~~ 1
1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
3 Pin Beam to Column Connection "TYPE A SELECTIVE RACK
I he beam end moments shown heretn show the result of the maximum induced fixed end monents form seismic + static loads and the code
mandated minimum value of 1.5u/o(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 4,956 in-lb Load at level 1
, ..
A--+.:..:.'31/__l,12-
~l/2"
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in
Ashear= (0.438 in)A2 * Pi/4
= Q.1507 jnA2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi* 0.15Q7inA2
= 3,315 lb
Bearing Capacity of Pin
tcol= O.D75 in
Omega= 2.22
Fy= 55,000 psi
Fu= 65,000 psi
a= 2.22
Pbearing= atpna "' Fu "' diam "'teal/Omega
= 2.22"' 65000 psi * 0.438 in "'0.075 in/2.22
= 2,135 lb < 3315 lb
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in
C= Pl+P2+P3 tclip= 0.18 in
= Pl+Pl *(2.5"/4.5")+Pl *(0.5''/4.5")
= 1.667 * Pl
Mcap= Sclip * Fbending
= 0.127 jnA 3 * 0,66 * fy
= 4,610 in-lb
Pclip= Mcap/(1.667 * d)
C*d= Mcap = 1.667
= 4610.! in-lb/(1.667 * 0.5 in)
= 5,531 lb
Thus, Pl= 2,135 lb
Mconn-allow= [Pl *4.S"+Pl *{2.5"/4.5")*2.5"+Pl *(0.5"/4.5")*0.5"]
= 2135 LB*[4.5"+{2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]
= 12,691 in~/b > Mconn max, OK
GENMARK FARADAY TYPE A Page 'l of l lf-
Fy= 55,000 psi
Sclip= 0.127 inA3
d= E/2
= 0.50 in
rho= 1.0000
10/25/2016
Str.uctural
Concepts
~ ~..;j Engineering
· ·--';;/ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-10251&.2LV
Transverse Brace Configuration: TYPE A SELECTIVE RACK
Section Pro erties
Diagonal Member= Hannibal H/2xH/2x16ga Horizontal Member= Hannibal H/2xH/2xl6ga r 1.500in -, Area= 0.273 in"2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Qc= 1.92 LJ}''"
Area= 0.273 in" 2
r min= 0.496 in
Fy= 55,000 psi
K= 1.0
Frame Dimensions
Diagonal Member
~ ~ 0.250in
Bottom Panel Height=H= 48.0 in
Frame Depth=D= 42.0 in
Column Width=B= 3.0 in
Clear Depth=D·B*2= 36.0 in
X Brace= NO
rho= 1.00
Q..1[1,/£$,.-j,~7{1r.8Jf+o:i4~r:."' 0 I Load Case 6:: (1.±f) 104:!&t'sjfj + [(0.85+0.14Sds)*B*P + [0.7*rho*E]<= 1.0, ASD Method D --1 -~--.,
Vtransverse= 285 lb
Vb=Vtransv*0.7*rho= 285 lb * 0.7 * 1 = 2001b
Ldiag= [(D·B'2)A2 + (H·6")A2JA1/2
= 55.3 in
Pmax= V*(Ldiag/0) * 0.75
= 197 lb
(kl/r)= (k * Ldiag)/r min
= (1 x 55.3 in /0.496 in )
= 111.5 in
Fe= piA2'E/(kl/r)A2
= 23,419 psi
axial load on diagonal brace member Since Fe<Fy/2,
Fn= Fe
-r
F==-==11
Pn= AREA*Fn
= 0.273 inA2' 23419 psi
= 6,393 lb
Pallow= Pn/Q
= 6393 lb /1.92
= 3,330 lb
Pn/Pallow= 0.06
Horizontal brace
Vb=Vtransv*0.7*rho= 200 lb
(kl/r)= (k' Lhoriz)/r min
= (1 x 42 in) /0.496 in
= 84.7 in
Since Fe>Fy/2, Fn=Fy*(l-fy/4fe)
= 36,366 psi
Pn/Pallow= 0.04
GENMARK FARADAY TYPE A
<= 1.0 OK
<= 1.0 OK
Fe= piA2*E/(kl/r)A2
= 40,584psi
Pn= AREA*Fn
= 0.273inA 2*36366 psi
= 9,928 lb
Page / O of I 'f
= 23,419 psi 8 +t
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.060 in
Typical Panel
Configuration
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 2,925 lb OK
Fy/2= 27,500 psi
Pallow= Pn/Qc
= 9928 lb /1.92
= 5,171 lb
10/25/2016
Structural
Concepts
7~ Engineering
-·--~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632J330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY
Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK
Loads
Critical Load case( s):
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho
Vtrans=V=E=Qe= 285 lb
DEAD LOAD PER UPRIGHT=D= 150 lb
PRODUCT LOAD PER UPRIGHT =P= 2,000 lb
Papp=P*0.67= 1,340 lb
Wst LC1=Wst1=(0.7472*D + 0.7472*Papp*1)= 1,113 lb
Product Load Top Level, Ptop= 1,000 lb
DL/Lvl= 75 lb
Seismic Ovt based on E, L(Fi*hi)= 40,889 in-lb
h h /d h 3 eia1 t eot ratio= .2 in
Al Fullv Loaded Rack
Load case 1:
Movt= L(Fi*hi)*E*rho
= 40,889 in-lb
Sds= 0.7640
(0.9-0.2Sds)= 0.7472
(0.9-0.2Sds)= 0.7472
B= 1.0000
rho= 1.0000
Frame Depth=Df= 42.0 in
Htop-lvl=H= 134.0 in
# Levels= 2
# Anchors/Base= 1
ho= 48.0 in
h=H+ho/2= 158.0 in
Mst= Wstl * Df/2
= 1113 lb* 42 in/2
= 23,373 in-lb
Project#: Q-102516-2LV
H h
T
SIDE ELEVATION
T = (Movt-Mst)/Df
= (40889 in-lb-23373 in-lb)/42 in
= 4171b Net Uplift per Column
I Net Seismic Uplift= 417 lb Strenath Level
B) Ton Level Loaded Onlv
Load case 1:
0 Vl=Vtop= Cs* Ip* Ptop >= 350 lb for H/D >6.0 Movt= [VI *h + V2 * H/2]*0.?*rno
= 0.191 * 1000 lb = 22,468 in-lb
= 191 lb T= (Movt-Mst)/Df
Vleff= 191 lb Critical Level= 2 = (22468 in-lb -18045 in-lb)/42 in
V2=VoL = Cs*Ip*D Cs*Ip= 0.1910 = 1051b Net Uplift per Column
= 291b
Mst= (0.7472*D + 0.7472*Ptop*l) * 42 in/2
= 18,045 in-lb
I Net Seismic Uplift= 105 lb Strenath Level
Anchor
Check (1) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special inspection is required per ESR 1917.
Pullout Capacity=Tcap= 1,250 lb L.A. City Jurisdicton? NO
Shear capacity=Vcap= 1,840 lb Phi= 1
Fully Loaded: (417 lb/1250 lb)Al + (142 lb/1840 lb)Al = 0.41
Top Level Loaded: (!05 lb/1250 lb)Al + (95 lb/1840 lb)Al = 0.14
GENMARK FARADA YTYPE A Page I I of I 't
Tcap*Phi= 1,250 lb
Vcap*Phi= 1,840 lb
<= 1.2 OK
<= 1.2 OK
10/25/2016
Str.uctural
Concepts
~4 Engineering ~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Base Plate Configuration: 1YPE A SELECTIVE RACK
Section
Baseplate= 8x5x3/8
Eff Width=W = 8.00 in
Eff Depth=D = 5.00 in
Column Width=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.50 in
Plate Thickness=t = 0.375 in
a= 3.00 in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 1
Fy = 36,000 psi
Downaisle Elevation
Down Aisle Loads Load Case 5:: (1+0.105*Sds/D + 0.75*{(1.4+0.14Sds/*B*P + 0.75*{0.?*rho*E/<-1.0, ASD Method
COLUMN DL= 75 lb Axial=P= 1.08022 * 75 lb+ 0.75 * (1.50696 * 0.7 * 1000 lb)
COLUMN PL= 1,000 lb = 872 lb
Base Moment= O in-lb
1 +0.105*Sds= 1.0802
1.4+0.14Sds= 1.5070
Mb= Base Moment*0.75*0.7*rho = O in-lb * 0.75*0.7*rho
= o in-lb
8= 0.7000 Axial Load P = 872 lb Mbase=Mb = 0 in-lb
Axial stress=fa = PIA= P/(D*W)
= 22 psi
Moment Stress=fb = M/S = 6*Mb/[(D*BA2]
= 0.0 psi
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L A2
= o in-lb
5-plate = (l)(tA2)/6
= 0.023 inA3/in
fb/Fb = Mtotalj[(S-plate)(Fb)l
0.11 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -1,113 lb No Tension
Ml= wL A2/2= fa*L A2/2
= 68 in-lb
Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi
M2= fbl *L A2)/2
= O in-lb
Mtotal = Ml +M2+M3
= 68 in-lb/in
Fb = 0.75*Fy
= 27,000 psi
F'p= 0.7*F'c
= 1,750 psi
Tallow= 1,250 lb
OK
OK
Cross Aisle Loads CnDa1 lo.Jd,,.,.... KMI ~ z.1, ibvtJ ,, .. r1+o.J.JS,k)OL + r1+0.14Sos}PI.. 'IJ.75+8. "O.?S <~ 1.0, ,'SO Method Check uplift load on Baseplate
Elf<
Effe
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
Pstatic= 872 lb
Movt*0.75*0.7*rho= 21,467 in-lb
Frame Depth= 42.0 in
P=Pstatic+Pseismic= 1,383 lb
b =Column Depth= 3.00 in
L =Base Plate Depth-Col Depth= 2.50 in
fa= P/A = P/(D*W)
= 35 psi
Sbase/in = (l)(tA2)/6
= 0.023 in A 3/in
fb/Fb = M/[(S-plate)(Fb)l
0.17
GENMARK FARADAYTYPE A
OK
Pseismic= Movt/Frame Depth
= 511 lb
M= wl "2/2= fa*L "2/2
= 108 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
Page 12-all t
When the base plate configuration consists of two anchor bolts located on either side
f the column and a net uplift force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
the uplift force on one anchor times 1/2 the distance from
e centerline of the anchor to the nearest edge of the rack column" l~;rh
Ta i* M, I b I Ii
• • • Elevation
Uplift per Column= 417 lb
Qty Anchor per BP= 1
NetTension per anchor=Ta= 417 lb
C= 2.50 in
Mu=Moment on Baseplate due to uplift:= Ta*c/2
fb Fb *0.75= 0.124
= 521 in-lb
Splate= 0.117 inA3
OK
10/25/2016
Stwctural
Concepts
~~ Engineering
---~ 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: Q-102516-2LV
Slab on Grade Configuration: lYPE A SELECT1VE RACK
a
SLAB ELEVATION
Baseplate Plan View
Concrete
Fe= 2,500 psi
tslab=t= 5.0 in
teff= 5.0 in
phi=0= 0.6
Soil
fsoil= 750 psf
Movt= 30,178 in-lb
Frame depth= 42.0 in
5ds= 0.764
0.2*Sds= 0.153 Base Plate
Effec. Baseplate w1dth=B: 8.00 in
Effec. Baseplate Depth=D= 5.00 in
width=a= 3.00 in
depth=b= 3.00 in
1"" 0.600
P=B/D= 1.600
F'cA0.5= 50.00 psi
Column Loads
DEAD LOAD=D= 75 lb per column
unfactored ASD load
PRODUCT LOAD=P= 1,000 lb per column
unfactored ASD load
Papp= 670 lb per column
P-seismic=E= (Movt/Frame depth)
= 718 lb per column
unfactored Limit State load
B= 0.7000
rho= 1.0000
Sds= 0.7640
1.2 + 0.2*Sds= 1.3528
0. 9 -0.20Sds= 0. 7472
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 195.Q jnA2
Fpunctl= [(4/3 + 8/(3*p)J * ). *(F'cA0.5)
= 90. psi
Fpunct2= 2.66 * lo * (PcAO.S)
= 79.8 psi
Fpunct elf= 79.8 psi
Slab Bendin
Pse=DL+PL+E= 1,808 lb
Asoil= (Pse*l44)/(fsoil)
= 347 in"2
x= (L-y)/2
= 2.0 in
Fb= 5*(phi)*(fc)A0.5
= 150 .. psi
GENMARK FARADAY TYPE A
midway dist face of column to edge of plate=c= 5.50 in
midway dist face of column to edge of plate=e= 4.00 in
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN,
= 1.3528 * 75 lb + 1.3528 * 0.7 * 1000 lb+ 1 ' 718 lb
= 1,766 lb
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 22 EQTN 7
= 0.7472 * 75 lb+ 0.7472' 0.7 * 670 lb+ 1 * 718 lb
= 1,124 lb
Load Case 3) 1.2*0 + 1.4*P
= 1.2*75 lb+ 1.4*1000 lb
= 1,490 lb
Load Case 4) 1.2*D + 1.0*P + LOE
= 1,808 lb
Effective Column Load=Pu= 1,808 lb per column
fv/Fv= Pu/(Apunct*Fpunct)
L= (Asoil)A0.5
= 18.63 in
M= w*x,..,2/2
= (fsoil*xA2)/(144*2)
= 10.1 in-lb
Page \3 of I Lf
0.116 < 1 OK
y= (c*e)"0.5 + 2*t
= 14.7 in
S-slab= 1 *teffA 2/6
= 4.17 in"3
fb/Fb= M/(5-slab*Fb)
0.016 < 1, OK
RMI SEC 2.2 EQTN 1,2
I0/25/2016
Str~ural
l,oncepts
~;j Engineering
·-.. c';J 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
By: ENHAO Project: GENMARK FARADAY Project#: 0-102516-2LV
Configuration & Summary: TYPE B SELECT1VE RACK
T
24"
t
24" 144" t--
24"
+
68"
.1
'
Seismic Criteria
Ss=l.069, Fa=l.072
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal
Base Plate
Anchor
Slab & Soil
Level 1 Load**
1
2
3
4
Per Level
1,000 lb
1,000 lb
1,000 lb
1,000 lb
#BmLvls
4
Fy=SS ksi
None
Fy=SS ksi
Fy=SS ksi
Fy=SS ksi
Fy=SS ksi
~=36ksi
1 oer Base
Beam Spcg
68.0 in
24.0 in
24.0 in
24.0 in
** Load defined as product weight per pair of beams
Notes l
GENMARK FARADA YTYPE B
144"
36"
l-
,r'-42" -.,.f-,t'--42'' -+
*'RACK COLUMN REAmONS
ASDLOADS
AXIAL DL= 150 lb
AAIAL LL= 2,000 lb
SEISMIC AXIAL Ps=+/-1,827 lb
BASE MOMENT= 0 in-lb
Frame Depth Frame Height # Diagonals Beam Length Frame Type
42 in 144.0 in 3 96in Single Row
Description STRESS
Hannibal IF3014-3x3x14ga P-2150 lb, M=14105 in-lb 0.48-0K
None None N/A
HMH 24160/2.5" Face x 0.06" thk Lu-96 in I Capacity: 1883 lb/pr 0.53-0K
Lvl 1: 3 pin OK 1 Mconn=6602 in-lb I Mcap=l2691 in-lb 0.52-0K
Hannibal 1-1/2xl-l/2x16ga 0.08-0K
Hannibal 1-1/2xl-l/2x16ga 0.12-0K
8x5x3/8 I Fixity= 0 in-lb 0.33-0K
OS' x 3.25" Embed HIL TI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=715 lb) 0.608-0K
5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure
Brace
36.0 in
48.0 in
48.0 in
Total:
I Story Force I
Transv
931b
1261b
1591b
1921b
5691b
Story Force
Long it.
71 lb
961b
121 lb
1461b
4341b
Page/ 4-of llf
Column
Axial
2,150 lb
1,613 lb
1,075 lb
5381b
I Column I
Moment
14,105 "#
2,179 "#
1,603 "#
877 "#
Conn.
Moment
6,602 "#
2,226 "#
1,771 "#
1,210 "#
0.22-0K
Beam
Connector
3 pin OK
3 pin OK
3 pin OK
3 pin OK
10/25/2016
SAN DIEGO REGIONAL OFFICE USE ONLY
HAZARDOUS MATERIALS RECORD ID#
PLAN CHECK#
QUESTIONNAIRE BP DATE
(,..~/IIWJ:. Business Contact
~AJW\ Nil\/\ C.ltw\-Telephone# l~~-tl~-1i\i
Project Address d-':J~ trvt\ I',~ City W.L~ tA°t, State(/\ Zip Code ~~ll APN#
~i;s. ~ I~
Mailing Address~\} r~~ A--Jt I'\ I City WU.l"1:1 State\J\.-Zip Code ~~q Plan File#
~il
Project Contact 'fJ..
J/\\J I ~Vi.A,~ _ M_ Applicant ->~I . Vt r,,Js.P-~ ail &.J
AA'/ ""·"'"''"L N
Telephone#
The following questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTMENT -HAZAR OU MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: not re uired for o ects within the Cit of San
Diego): nd1cate by c1rc mg t e item, w et er your business w1 use, process, or store any o the following haza ous materials. l any o the items are circled,
applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating: Facility's Square Footage (including proposed project):
1. Explosive or Blasting Agents
2, Compressed Gases
5. Organic Peroxides 9. Water Reactives
6. Oxidizers 10. Cryogenics
13. Corrosives 2{: Other Health Hazards \J None of These. 3. Flammable/Combustible Liquids 7, Pyrophorics 11. Highly Toxic or Toxic Materials
4. Flammable Solids 8. Unstable Reactives 12. Radioactives
PART 11: SA Di GO COUNTY E AR ME T OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION HMO: if the answer to any of the
questions is yes, applicant must contact the aunty of San Diego Hazardous Materials 0·1vision, 5500 overland Avenue. Suite 11 o, San Diego, CA 92123.
Call (858) 505-6700 prior to the issuance of a building permit.
FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt
I
1.
2.
3.
4.
5.
6.
7.
8.
YES NO
D 121' D l2r D Q-
D D D D D
(for new construction or remodeling projects)
Is your business listed on the reverse side of this form? {check all that apply).
Will your business dispose of Hazardous Substances or Medical Waste in any amount?
Will your business store or ·handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500
pounds and/or 200 cubic feet?
Will your business store or handle carcinogens/reproductive toxins in any quantity?
Will your business use an existing or install an underground storage tank?
Will your business store or handle Regulated Substances {CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to
or reater than 1,320 al Ions? California's Above round Petroleum Stora e Act .
Date Initials
D CalARP Required
I
Date Initials
0 CalARP Complete
I
Date Initials
PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT [APCD): Any YES' answer requires a stamp from APCD 10124 Old Grove Road, San
Diego, CA 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes MQ Q4-Q6 No}. The following questions are intended
to identify the majority of air pollution Issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive
requirements contact APCD. Residences are typically exempt, except -those with more than one building+ on the property; single buildings with more than four
dwelling units; townhomes; condos; mixed-commercial use: deliberate burns: residences forming part of a larger project. !~Excludes garages & small outbuildings.]
1.
2.
3.
4.
5.
6.
YES NO D B Will the project disturb 160 square feet or more of existing building materials?
D O-Wi11 any load supporting structural members be removed? Notification may be required 1 O working days prior to commencing demolition.
(ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance
Technician?
D D
D
D
D
D (ANSWER ONLY JF QUESTION 315 YES) Based on the survey results, will the project disturb any asbestos containing material? Notification
may be required 10 working days prior to commencing asbestos removal.
~ Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCO factsheet
(www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. D (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school
bounda
Briefly describe business activities:
N'J\;l'<-.,S: 1\-i:S" w!:>-QI' IIW>~ \'.W l~
Briefly describe proposed project
1 .r ,, Au. du I'( 1-
I declare Uf~er 12enalty ofJJerjury that to the best of my knowledge and belief t e resp ses made herein are true and correct. t-' t'l,..l.f \_,~ 1q :):i_ I f} I d1 ~
Name of Owner or Authorized Agent Date
FOR OFFICAL use ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _
BY DATE· / /
EXEMPT OR NO FURTHER INFORMATION REQUIREO RELEASED FOR BUtl..OlNG PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
COUNTY-HMO* APCO COUNTY-HMO APCD COUNTY-HMO APCD
·A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may sttll apply.
HM-9171 108/15\ Countv of San Dieoo -DEH -Hazardous Materials Division
LIST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO
DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION
Check all that apply:
AUTOMOTIVE
D Battery Manufacturing/Recycling
D Boat Yard
D Car Wash
D Dealership Maintenance/Painting
D Machine Shop
D Painting
D Radiator Shop
D Rental Yard Equipment
D Repair/Preventive Maintenance
D Spray Booth D Transportation Services
0 Wrecking/Recycling
CHEMICAL HANDLING
D Agricultural supplier/distributor
0 Chemical Manufacturer
D Chemical Supplier/Distributor
D Coatings/Adhesive
D Compressed Gas Supplier/Distributor
D Dry Cleaning
D Fiberglass/Resin Application
D Gas Station
D Industrial Laundry
D Laboratory
D Laboratory Supplier/Distributor
D Oil and Fuel Bulk Supply
O Pesticide Operator/Distributor
CHEMICAL HANDLING
D Photographic Processing
0 Pool Supplies/Maintenance
D Printing/Blue Printing
D Road Coatings
D Swimming Pool
D Toxic Gas Handler
D Toxic Gas Manufacturer
METAL WORKING
0 Anodizing
D Chemical Milling/Etching
0 Finish-Coating/Painting D Flame Spraying
D Foundry
D Machine Shop-Drilling/Lathes/Mills
D Metal Plating
D Metal Prepping/Chemical Coating
0 Precious Metal Recovery
D Sand Blasting/Grinding
D Steel Fabricator
0 Wrought Iron Manufacturing
AEROSPACE
D Aerospace Industry
D Aircraft Maintenance
D Aircraft Manufacturing
OTHERS AND MISCELLANEOUS
D Asphalt Plant
D Biotechnology/Research
D Chiropractic Office
D Co-Generation Plant
D Dental Clinic/Office
0 Dialysis Center
D Emergency Generator
0 Frozen Food Processing Facility
D Hazardous Waste Hauler
0 Hospital/Convalescent Home
D Laboratory/Biological Lab
0 Medical Clinic/Office
D Nitrous Oxide (NOx) Control System
D Pharmaceuticals
D Public Utility
D Refrigeration System
D Rock Quarry
D Ship Repair/Construction
D Telecommunications Cell Site
0 Veterinary Clinic/Hospital
D Wood/Furniture Manufacturing/Refinishing
ELECTRONICS
D Electronic Assembly/Sub-Assembly
0 Electronic Components Manufacturing
0 Printed Circuit Board Manufacturing
NOTE: THE ABOVE LIST INClUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES.
ANY BUSINESS NOT INCLUDED ON THIS LIST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE
HAZARDOUS MATERIALS DIVISION (HMO) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880.
LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES
Businesses, which include any of the following operations or equipment, will require clearance from the Air Pollution Control District.
CHEMICAL
47 -Organic Gas Sterilizers
32 -Acid Chemical Milling
33 -Can & Coil Manufacturing
44 -Evaporators, Dryers & Stills Processing
Organic Materials
24 -Dry Chemical Mixing & Detergent Spray
Towers
35 -Bulk Dry Chemicals Storage
55 -Chrome Electroplating Tanks
COATINGS & ORGANIC SOLVENTS
27 -Coating & Painting
37 -Plasma Arc & Ceramic Deposition Spray
Booths
38 -Paint, Stain & Ink Mfg
27 -Printing
27 -Polyester Resin/Fiberglass Operations
METALS
18 -Metal Melting Devices
19 -Oil Quenching & Salt Baths
32 -Hot Dip Galvanizing
39 -Precious Metals Refining
ORGANIC COMPOUND MARKETING·
(GASOLINE. ETC)
25 -Gasoline & Alcohol Bulk Plants & Terminals
25 -Intermediate Refuelers
26 -Gasoline & Alcohol Fuel Dispensing
COMBUSTION
34 -Piston Internal -Combustion Engines
13 -Boilers & Heaters (1 million BTU/hr or larger)
14 -Incinerators & Crematories
15 -Burn Out Ovens
16 -Core Ovens
20-Gas Turbines, and Turbine Test Cells & Stands
48 -Landfill and/or Digester Gas Flares
ELECTRONICS
29 -Automated Soldering
42 -Electronic Component Mfg
FOOD
12-Fish Canneries
12 -Smoke Houses
50 -Coffee Roasters
35 -Bulk Flour & Powered Sugar Storage
SOLVENT USE
28 -Vapor & Cold Degreasing
30 -Solvent & Extract Driers
31 -Dry Cleaning
ROCK AND MINERAL
04 -Hot Asphalt Batch Plants
05 -Rock Drills
06 -Screening Operations
07 -Sand Rock & Aggregate Plants
08 -Concrete Batch, CTB, Concrete Mixers, Mixers
&Silos
10 -Brick Manufacturing
OTHER
01 -Abrasive Blasting Equipment
03 -Asphalt Roofing Kettles & Tankers
46 -Reverse Osmosis Membrane Mfg
51 -Aqueous Waste Neutralization
11 -Tire Buffers
17 -Brake Debonders
23 -Bulk Grain & Ory Chemical Transfer & Storage
45 -Rubber Mixers
21 -Waste Disposal & Reclamation Units
36 -Grinding Booths & Rooms
40 -Asphalt Pavement Heaters
43 -Ceramic Slip Casting
41 -Perlita Processing
40 -Cooling Towers-Registration Only
91 -Fumigation Operations
56 -VWITP {1 million gal/day.or larger) & Pump
Station
NOTE; OTHER EQUIPMENT NOT LISTED HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION
CONTROL DISTRICT PERMIT. IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600.
HM-9171 (08/15) Countv of San Dieao -DEH -Hazardous Materials Division
·-····--·-----------------
December 29, 2017
CARLSBAD 2210 LLC
8100 MAPLEWOOD AVE #220
GREENWOOD VILLAGE, CO 80111
APPLICATION DATE:
PLAN CHECK#:
ADDRESS:
EXPIRATION DATE:
PERMIT TYPE:
DESCRIPTION:
12/22/2016
CBC2016-0090
2210 FARADAY AVE
12/22/2017
COMMERCIAL
GEN MARK: HIGH-PILE STORAGE RACKS APRX 1,850 SF AREA
( City of
Carlsbad
You applied to have your plans checked on the date noted above. To date, the related building permit has not been
obtained and the original plan review application will expire on the date noted above. This courtesy notice is sent to
advise you of the following provisions of the City's codes regarding expiration:
18.04.035 -Section 107.4 amended-Expiration of pion review.
Section 107.4 of the California Building Code is amended to read: Applications for
which no permit is issued within one year Jo/lowing the date of application sha/1 expire
by limitation, and plans and other data submitted for review may thereafter be
returned to the applicant or destroyed by the Building Official.
90 day extensions of the plan review period may be granted by the Building Official after review of a letter of
explanation provided to him by the property owner. An extension of time granted by the Building Official does not.
by right. apply to any related Discretionary Permit under review.
Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will
be destroyed.
In order to provide better service, please indicate your handling choice for the plans originally submitted and return this
letter to the Building Department:
__ Project Abandoned - I will pick up the plans within 10 days
__ Project Abandoned -Plans may be destroyed
__ I would like to Apply for a 90 Day Extenstion. My letter of explanation and signed request is included.
NOTE: Your request will not be considered if no letter is included.
If you have any questions, please contact the Building Division at (760) 602-2719.
Building Division
Community & Economic Development
Building Division I 1635 Faraday Avenue Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
December 29, 2017
RAYMOND HANDLING SOLUTIONS
C/0 JAVIER CAMBERO
9939 NORWALK BLVD
SANTA FE SPRINGS, CA 90670
APPLICATION DATE:
PLAN CHECK#:
ADDRESS:
EXPIRATION DATE:
PERMIT TYPE:
DESCRIPTION:
12/22/2016
CBC2016-0090
2210 FARADAY AVE
12/22/2017
COMMERCIAL
GEN MARK: HIGH-PILE STORAGE RACKS APRX 1,BSO SF AREA
('city of
Carlsbad
You applied to have your plans checked on the date noted above. To date, the related building permit has not been
obtained and the original plan review application will expire on the date noted above. This courtesy notice is sent to
advise you of the following provisions of the City's codes regarding expiration:
18.04.035 -Section 107.4 amended-Expiration of plan review.
Section 107.4 of the California Building Code is amended to read: Applications for
which no permit is issued within one year following the date of application shall expire
by limitation, and plans and other data submitted for review may thereafter be
returned to the applicant or destroyed by the Building Official.
90 day extensions of the plan review period may be granted by the Building Official after review of a letter of
explanation provided to him by the property owner. An extension of time granted by the Building Official does not.
by right. apply ta any related Discretianary Permit under review.
Plans submitted and not retrieved from the building department prior to the plan check expiration date noted above will
be destroyed.
In order to provide better service, please indicate your handling choice for the plans originally submitted and return this
letter to the Building Department:
__ Project Abandoned - I will pick up the plans within 10 days
__ Project Abandoned -Plans may be destroyed
__ I would like to Apply for a 90 Day Extenstion. My letter of explanation and signed request is included.
NOTE: Your request will not be considered if no letter is included.
If you have any questions, please contact the Building Division at (760) 602-2719.
Building Division
Community & Economic Development
Building Division I 1635 Faraday Avenue Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov