HomeMy WebLinkAbout2285 RUTHERFORD RD; ; CBC2021-0486; PermitPERMIT REPORT
(city of
Carlsbad
Commercial Permit
Print Date: 05/09/2022 Permit No: CBC2021~0486
Job Address: 2285 RUTHERFORD RD, CARLSBAD, CA 92008-8815 Status: Closed -Finaled
Permit Type: BLDG-Commercial Work Class: Tenant Improvement
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Project Title:
$0.00
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Description: QUI DEL: HIGH PILE STORAGE RACKING
Applicant:
548 GROUP
TIM FREE
Property Owner:
QUID EL CORPORATION
9975 SUMMERS RIDGE RD
555 N EL CAMINO REAL, # A299
SAN CLEMENTE, CA 92672-6740-0RANGE
(949) 861-1881
SAN DIEGO, CA 92121-2997-SAN DIEGO
(8S8) 302-0750
FEE
BUILDING PLAN CHECK
STORAGE RACKS> 8 FT HIGH
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
SB14 73 -GREEN BUILDING STATE STANDARDS FEE
FIRE High Piled Storage
Total Fees: $1,723.65 Total Payments To Date: $1,723.65
Applied: 12/20/2021
Issued: 02/01/2022
Finaled Close Out: 05/09/2022
Inspector:
Final Inspection:
Contractor:
548 GROUP INC
TKers
02/24/2022
555 N EL CAMINO REAL, #STEA 299
SAN CLEMENTE, CA 92672-6740-0RANGE
(949) 861-1881
Balance Due:
AMOUNT
$312.65
$481.00
$98.00
$1.00
$831.00
$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
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 tor processing in accordance with Carlsbad Municipal Code Section
3.32.030. Fallure 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.
1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
(City of
Carlsbad
Job Address 2285 Rutherford Road
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
Plan Check
Est. Value
PC Deposit
Date
Suite: APN: 2120620800 , _____ ,
Tenant Name:_a_u_id_e_r _____________ _ Lot#:
Year Built: Unknown Occupancy:_s_-1 ___ _ IIIA Dl:!J Dc::J Construction Type_· _-____ Fire Sprinklers: yes no A/C: yes no
BRIEF DESCRIPTION OF WORK: Installation of pref~bricated high pile racking inside caged area outside of
warehouse. 20 LP OF IZ4CJ( .
D Addition/New: ___________ New SF and Use, ___________ New SF and Use,
---Deck SF, Patio Cover SF (not including flatwork)
~ Tenant lmprovement:_7_5 ____ SF, Existing Use Warehouse Proposed Use Warehouse
_____ SF, Existing Use ______ Proposed Use ______ _
D Pool/Spa: _____ SF Additional Gas or Electrica I Features? ____________ _
DD DD DD D Solar: ___ KW, ___ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No
D Plumbing/Mechanical/Electrical Only: --------------------------
D Other:
This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process.
PROPERTY OWNER APPLICANT 0 PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0
Name: Quidel Name: 548 Group, Inc. -----------------Address:2285 Rutherford Road Address: 555 North El Camino Real, #A299
City: Carlsbad State:._c_A __ Zip: 92008 City: San Clemente State:._C_A __ ,Zip: 92672
Phone: 949-485-1711 Phone: 858-552-7925
Email: Logan@548group.com Email: Logan@548group.com
DESIGN PROFESSIONAL APPLICANT 0 CONTRACTOR BUSINESS APPLICANT [jJ
Name: Structural Engineering & Design, Inc. Name: 548 Group, Inc,
Address: 1815 Wright Avenue Address: 555 North El Camino Real, #A299
City: La Verne State: CA Zip: 91750 City: San Clemente State: CA Zip:,_9_2_6_7_2 ___ _
Phone: 909-596-1351 Phone: 949-861-1881
Email: bob@sedinc.com Email: tim@548group.com
Architect State License: C26608 State License: 1039588 Bus. License: TBD -----------·-------------
1635 Faraday Ave Carlsbad, CA 92008
8-2
Ph: 760-602-2719 Fax: 760-602-8558
Page 1 of 2
Email: Building@carlsbadca.gov
Rev. 08/20
IDENTIFY WHO Will PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION 8) BELOW:
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section
7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under
penalty of perjury one of the folfowing declarations:
0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of
the work which this permit is issued. Policy No. ----------~--------------
1!!!!!11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued,
My workers' compensation insurance carrier and policy number are: Insurance Company Name: State Compensation Insurance Fund
Policy No. 9274220-2020 Expiration Date: _o_41_o_s1_20_2_2 _________________ _
0 Certificate of Exemption: I certify that in the performance 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the
Labor Code, interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 {i) Civil Code).
Lender's Name:. _____________________ lender's Address: ____________________ _
CONTRACTOR PRINT: Timothy P. Free SIGN: _ ___._/ t,J,n.,d--~--~-~ __ DATE: 12.15.21
{OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
DI, 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 such improvements are not intended 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).
0 I, as owner of the property, am exclusively contracting 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).
DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
0 "Owner Builder acknowledgement and verification form" has been Iii led out, signed and attached to th is application. Proof of identification attached.
0 Owners "Authorized Agentform" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner' behalf.
Proof of Identification attached.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Web site: http://www.leginfo.ca.gov/colow.htmf.
OWNER PRINT: ____________ SIGN: _________ DATE: ______ _
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
By my signature below, I certify that: I am the property owner or Stote of California Licensed Contractor or authorized to act on the property
owner or contractor's behalf I certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. I agree to comply with 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 SA VE,
INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILITIES, 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.
Logan Manning
APPLICANT PRINT: _________ _ SIGN: ue~ DATE: 12.15.21
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
B-2 Page 2 of 2 Rev. 08/20
Building Permit Inspection History Finaled
(city of
Carlsbad
" ~ ' ·"" [,;.
PERMIT INSPECTION HISTORY for {CBC2021-0486}
Permit Type: BLDG-Commercial Application Date: 12/20/2021 Owner: QUIDEL CORPORATION
Work Class: Tenant Improvement Issue Date: 02/01/2022 Subdivision:
Status: Closed -Finaled Expiration Date: 08/23/2022 Address: 2285 RUTHERFORD RD
IVR Number: 37700 CARLSBAD, CA 92008-8815
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
02/18/2022 02/18/2022 BLDG-Fire Final 176894-2022 Passed Felix Salcedo Complete
Checklist Item COMMENTS Passed
FIRE-Building Final Yes
02/24(2022 02/24(2022 BLDG-14 177100-2022 Passed Tim Kersch Complete
FramefSteel/Bolting/We
!ding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Final Inspection 177101-2022 Passed Tim Kersch Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-Structural Final No
Monday, May 9, 2022 Page 1 of 1
• nv
INTERWESl
DATE: 1/5/2022
JURISDICTION: City of Carlsbad
PLAN CHECK#.: CB-CBC2021-0486
PROJECT ADDRESS: 2285 Rutherford Rd.
SETI
PROJECT NAME: Quidel High Pile Storage Rack
□ APPLICANT
□ JURIS.
L8'] 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 check list transmitted herewith is for the applicant's information. The plans are being held at
lnterwest 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 the jurisdiction at
L8'J lnterwest staff did not advise the applicant that the plan check has been completed.
D lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted:
Mail Telephone
(by:
Telephone#:
) Email:
Fax In Person
L8'J REMARKS: City to field verify that the path of travel from the handicapped parking space to the
rack area and the restroom serving the rack area comply with all the current disabled access
requirements.
By: David Yao
lnterwest
12/21/2021
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
City of Carlsbad CB-CBC2021-0486
1/5/2022
[DO NOT PAY-THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad
PREPARED BY: David Yao
BUILDING ADDRESS: 2285 Rutherford Rd.
BUILDING OCCUPANCY:
BUILDING AREA Valuation
PORTION ( Sq. Ft.) Multiplier
racks
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb
Bldg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review: 0 Complete Review
D Repetitive Fee
~: Repeats
Comments:
□ Other
0 Hourly
EsGil Fee
PLAN CHECK#.: CB-CBC2021-0486
DATE: 1/5/2022
Reg. VALUE ($)
Mod.
D Structural Only
$312.651
Sheet of
Structural
Engineering
$ Design, Inc
1815 Wright Ave
La Verne, Ca. 91750
Tel: 909-596-1351 Fax: 909-596-7186
Prqject Name : QUIDEL
Prqject Number: 21-1206-2
Date : 12/09/21
Street Address: 2285 RUTHERFORD RD
City/State : CARLSBAD, CA 9200t.
Scope of Work : STORAGE RACK
12/14/21
CBC2021-0486
2285 RUTHERFORD RD
QUIDEL: HIGH PILE STORAGE RACKING
>-1--0
12/20/2021
CBC2021-0486
Structural •
Engineering & Design Inc.
1s15 Wrigbt Aye La Verne. CA 91750 Tel: 909 596,1351 fax: 909,596.7186
By: Bobs Project: Quldel Project#: 21-1206-2
TABLE OF CONTENTS
Title Page ..................... , ... , ....... , ........................................................... , ... ,............ 1
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
I Other Configurations ............................................................................................. 14
type c eielc:ct-qu1del.xls Fage 0( of / 1/ 12/8/2021
Structural
Engineering & Design Inc.
1815 Wright Aye La Verne, CA 91760 Tel: 909,596,1351 fax: 909 696,7186
By: Bob S Project: Quidel Project#: 21-1206-2
Design Data
1) The analyses herein conforms to the requirements of the:
2018 /BC Section 2209
2019 CBC Section 2209
ANSI MH 16.1-2012 Specfticatfons for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual"
ASCE 7-16, section 15.5.J
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal ~ame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksl
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksl
3) Anchor bolts shall be provided by Installer per ICC reference on plans and calculatlons herein.
4) All welds shall conform to AWS procedures, utlllzlng E70xx electrodes or slmllar. 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 ts 4.75" thick with minimum 2511 psi compressive strength. Allowable Soll 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
Petloltloo ot components
A
BPnt Ytew1 :l)qwn Ailk
(l,ang1ty,dln;a Aw
type c ~loct-qu,del.xl5
8ue1:tateand
Anchors
Sedlo'Q A, Op& Ah1e
(T@l!M1"511!) fnme
Paqe 3 of/ l/
~· IQ-acne
llagoMI
9'ace
12/8/2021
Structural
Engineering & Design Inc.
1815 Wright Aye La Verne. CA91750 Tel· 909 596.1351 Fax: 909 596 7186
By: Bob S Project: Quldel Project#: 21-1206-2
Configuration &. Summary: Type C SelectJve Rack -96" Bay
T
44"
96" + 46"
t
6"
I
'
Seismic Criteria
Ssc:0.968, Fa=l.113
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal
Base Plate
Anchor
Slab & Soll
Level
T
48"
00" t
36"
l ,_____...
**RACK COLUMN REACTIONS
ASOLOAOS
AXIAL OL"" 75 lb
AXIAL LL= 6,000 lb
SEISMIC AXIAL Ps::::+/-2,406 lb
BASE MOMENT= 0 In-lb
,-r -oo· ----;f } 42" -f
# Bm Lvls Frame Depth Frame Height # Dia onals Beam Length Frame Type
3 42 In 96.0 In 2 96In Single Row
Description STRESS
Fy=55 ksl Hannibal IF3014-3x3x14ga P==4050 lb, M==6940 ln·lb 0.29-0K
None None None NIA
FY=SS ksl HMH 41160/4.125" Face x 0.057" thk Lu=96 In I capacity: 5075 lb/pr 0.79-0K
Fv=55 ksl Lvl 1: 3 pin OK I Mconn=S363 In-lb I Mcap==12691 ln·lb 0.42-0K
Fy=55 ksl Hannibal 1-l/2x1-1/2xl6ga 0.2-OK
Fy=55 ksl Hannibal 1-l/2xl-l/2xl6ga 0.31-0K
Fy=36 ksl 8x5x3/8 I Fixity= 0 In-lb 0.75-OK
1 oer Base 0.5'' x 2" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Selsmlc Upllft=514 lb) 0.683-0K
4.75" thk x 2511 psi slab on grade. 750 psf Soll Bearing Pressure 0.79-0K
Column Column Conn. Beam j Load**
Per Level • Beam Spca Brace
I Story Force . I Story Force
Transv L1,>nglt, _ AxlaJ .I Moment I MomenL .Connector
1
2
3
4,000 lb
4,000 lb
4,000 lb
6.0 In
46.0 In
44.0 In
** Load defined as pmduct weight per pair of beams
type c e,ele:ct-qu1de:l.xb
36.0 In
48.0 In
57 lb
4971b
917Ib
Total: 1,471 lb
25 lb
212 lb
392Ib
628Ib
Page '/ of /l.j
6,075 lb
4,050 lb
2,025 lb
942 "#
6,940 "#
4,305 "#
5,363 "#
6,540 ''#
4,111 "#
3 pin OK
3 pin OK
3 pin OK
I 2/812021
Structural
Engineering & Design Inc.
1815 Weight Ave La Verne. CA 91750 Tel: 909 596 1351 fax· 909.596 7186
By: Bob S Project: Quidel Project#: 21 -1206-2
Seismic Forces Configuration: Type C Selective Rack• 96" Bay
latl!ral analyal1 ,. pe,formed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 SBCl 2.6 1k ASCE 7·16 sec 15.5.3
Transverse (Cross Alsle} Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D)
Csl= Sds/R
= 0.1796
Cs2= 0.044*Sds
= 0.0316
Cs3= O.S*S1/R
= 0.0443
CS-max= 0.1796
Dase Shear Coeff.,Cs= 0.1796
Level
1
2
3
PRODUCT LOAD P
4,000 lb
4,000 lb
4,000 lb
Cs-max * Ip= 0.1796
Vm1n= 0.015
Eff Base Shear=CS= 0.1796 .llllll==.ufuln
P*0.67*PRF1
2,680 lb
2,680 lb
2,680 lb
Wsr: (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 8,190 lb
Vtransv=Vt= 0.1796 * (150 lb+ 8040 lb)
Etransverse= 1,471 lb
Umlt State# Level Tran-seismic sheilr per upright
DL hi wl*hi
50 lb 6 In 16,380
50 lb 52 In 141,960
50 lb 96 In 262,080
Ss= 0.968
S1= 0.354
Fa= 1.113
Fv= 1.950
Sds=2/3*Ss*Fa= 0.718
Sd1=2/3*S1 *Fv= 0.460
ca=0.4*2/3*5s*Fa= 0.2873
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRFf= ~~~~mt'?:lll
Pallet Helght==hp= 48.0 In
DL per Beam Lvl= 50 lb
Fl Fl* hl+h 2
57.3 lb 1,719·#
496.7 lb 37,749-#
~17.0 lb 110,040-#
_____________________ ,_J
sum: P=12000 lb 8,040 lb 150 lb W=8190 lb 420,420 1,471 lb I=149,SOB
Lon ltudlnal Downalsle Seismic Load
Slmllarly for longltudlnal seismic loads, using R=6.0
Cs1_=_S_d_1LIT"'.~).:: ~076_7 __
CS2= 0,0316
Cs3 = 0.0295
Cs-max= 0.0767
Level
1
2
3
PRODUC LOAD P
4,000 lb
4,000 lb
4,000 lb
Ws= (0.67 * P~2 * P) + DL
_ __ =_ 8,190 lb . __ .. • (1,c!ngltudln~. l)n_bra_c!!(I !21r,).~~ 6,0 __
,..es_=Cs_-m_a_x_*I_p_=_0_.0_7_6_7 _____________ ~T~ 1.00 sec
Vlong= 0.0767 * (150 lb + 8040 lb)
Elongltudlnal= 628 lb Limit Sbtm Leroi l.otrglt. -le,,_, per upright
P*0.67*PRF2 DL hi wi*hl
2,680 lb SO lb 61n 16,380
2,680 lb SO lb 521n 141,960
2,680 lb SO lb 961n 262,080
Fi Eri:mt Ille~
24.5 lb
212.1 lb
391.5 lb
sum: =======8=04=0=1=b===1=50=1=b==:W===B1=9=0=lb====4=2=0=4=20=======62=8=1b=========
type c 5elect-qu1del.xl5 Page rof I y 12/8/2021
Structural
Engineering & Design Inc.
1815 Wright Aye La Veme CA 91750 TeJ: 909,5961351 fax· 909 596 7186
By: Bob S Project: Quldel
Downalsle Seismic Loads Configuration: Type C Selective Rack -96" Bay
Determine the story moments by applying portal analysis. The base plate Is assumed to provide no fixity.
Seismic Story Forces
Vlong= 628 lb
Vcol =Vlong/2= 314 lb
Fl = 25 lb
F2= 212 lb
F3= 392 lb
Seismic Story Moments
I I ... 8 E3 S: E3-8: E3
I I -sss:es:s
r-96' --1
~
Qonoeotual System
Project #: 21-1206-2
Typlc<II Fr.ime ~4c
, _/_':~columns
~
Mbase-max= o In-lb
Mbase-v= (Vcol*hleff)/2
<=== Default capacity hl-eff= hl • beam clip helght/2
= 3 In
= 471 In-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 In-lb PINNED BASE ASSUMED
M 1-1= (Veal * hleff]-Mbase-eff M 2-2= [Vcol-(Fl)/2) * h2
= (314 lb * 3 ln)-0 In-lb = [314 lb · 106.1 lb]*46 ln/2
= 942 In-lb = 6,940 In-lb
Msels= (Mupper+Mlower)/2
Msels(l·l)= (942 In-lb+ 6940 ln-lb)/2
= 3,941 In-lb
Msels(2-2)= (6940 In-lb + 4305 ln-lb)/2
= 5,623 In-lb
LEVEL
1
2
3
hi
6 In
461n
441n
Axial Load
6,075 lb
4,050 lb
2,025 lb
Summary of Forces
Column Moment** Mselsmlc"'*
942 In-lb 3,941 In-lb
6,940 In-lb 5,623 In-lb
4,305 In-lb 2,153 In-lb
Mconn= (Mselsmlc + Mend-flxlty)*0.70*rho
Mconn-allow(3 Pin)= 12,691 ln-lb
**all moments based on limit states level loading
type c eelect-qutdel.xle Page lp of I '/
Mend-fixl
3,720 In-lb
3,720 In-lb
3,720 In-lb
Vcol 7~tfl::=====ll.b
h2
h1
Beam to Column
Elevation
rho= 1.0000
.Mconn**
5,363 In-lb
6,540 In-lb
4,111 In-lb
_Beal)l Cortn~pr
3 pin OK
3 pin OK
3 pin OK
12/812021
COL
Structural
Engineering & Design Inc.
1815 Wrjaht Aye La Verne. CA 91750 Tel: 909,596,1351 Fax: 909 596.7186
By: Bob S Project: Quldel Project#: 21-1206-2
Column (Lonaltudlnal Loads) Configuration: Type C Selective Rack -96" Bay
Section Properties
Section: Hannibal IF3014-3x3x14ga
Aeff = 0.643 ln"2
Ix :::: 1.130 ln"4
Sx = 0.753 ln"3
rx = 1.326 In
nf= 1.67
E= 29,500 ksl
Loads Considers loads at level 1
Iy = 0.749 ln"4
Sy = 0.493 ln"3
ry = 1.080 In
Fy= 55 ksl
Cmx= 0.85
COLUMN DL= 75 lb Critlca//oad cases are: RMI Sec 2.1
Kx = 1.7
Lx = 3.9 In
Ky= 1.0
Ly= 36.0 In
Cb= 1.0
y-·-·i-·-·-y
io.075 In
~ lt
~.7Sln
3.000ln
_j_
COLUMN PL= 6,000 lb Load case 5: : (1 +0.105*Sds}D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
Mcol= 942 In-lb axial load coeff: 0.78779505 * P seismic moment coeff: 0.5625 * Meo!
Sds= 0.7183 Load case 6:: (1+0.14*Sds)D + (0.8S+0.14Sds)*B*P + (0.7*rho*E}<= 1.0, ASD Method
1 +0.105*Sds"' 1.0754 ax/a/ load coeff: 0.66539 seismic moment coeff: 0.7 * Meo/
By analysis, Load c.ase 5 governs utillzing loads as such 1.4+0.14Sds= 1.5006
l+0.14Sds= 1.1006
0.85+0.14*Sds= 0.9506
B= 0·.7000
rho= 1.0000
Axial Analysls
Axial Load=Pax= 1,07s4215•7s 1b + o.75 • 1.soosez • o.7 • eooo 1b Moment=Mx= o.75*0,7*rho*Mcol
= 4,807 lb = 0.525*942 In-lb
= 495 In-lb
Kxlx/hc = 1.7*3.9375"/1.326"
= 5.0
Fe= n"2E/(KL/~)max"2
= 262.0ksi
Pn= Aeff*Fn
_ _ _ _ ___ "'. 3J_d;OJ }~ __
P/Pa= 0.28
Bending Analysis
> 0.15
KyLy/ry = 1 *3611/1.0811
= 33.3
Fy/2= 27.5 ksl
Qc= 1.92
Check: Pax/Pa+ (Cmx*Mx)/(Max*µx) :S 1.0
P/Pao + Mx/Max :S 1.0
Pno= Ae*Fy
= 0.643 ln"2 *55000 psi
= 35,365 lb
Pao= Pno/nc
= 353651b/1.92
= 18,419 lb
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksl*[l-55 ksl/(4*262 ksl)]
= 52.1 ksl
Pa= Pn/Qc
= 33509 lb/1.92
. __ =_17,453 lb __ _
Myleld=My= Sx*Fy
= 0.753 ln"3 * 55000 psi
= 41,415 In-lb
Max= My/.Qf Per= n"2EI/(KL)maxA2
= 41415 ln-lb/1.67
= 24,799 In-lb
µx= {l/(1-(Qc*P/Pcr)]}"-1
= {l/[1-(1.92*4807 lb/168312 lb)]}"-1
= 0.95
Combined Stresses
= n"2*29500000 psl/(1*36 ln)"2
= 168,312 lb
(4807 lb/17453 lb) + (0.85*495 ln-lb)/(24799 ln-lb*0.95) =
(4807 lb/18419 lb)+ (495 ln·lb/24799 In-lb) =
0.29
0.28
< 1.0, OK
< 1.0, OK
(EQ C5-1)
(EQ CS-2)
** For comparison, total column stress computed for load case 6 Is: 26.0% i1q loads 4074.90255 lb Ax/a/ and M= 659 In-lb
l;ype c select-qu1de!.xl~ f'a'Je ? of I 1/ 12/8/2021
Structural
Engineering & Design Inc.
1s15 Weight Ave La Verne, CA e1z50 Jel· 909,596 1351 fax: 909,596.7186
By: Bob S Project: Quidel
BEAM contlguration: Type c Selective Rack -%" Bay
DETERMINE ALLOWABLE MOMENT CAPACITY
Al Check compression flange for local buckling rn2,n
w= e -2*t -2*r
= 1.75 In -2*0.057 In -2*0.057 In
= 1.522 In
w/t= 26.7 -
!=lambda= (1.052/(k)l'0.5] * (w/t) * (Fy/E)A0.5
= [1.052/(4)A0,5) * 26,7 * (55/29500)A0,5
= 0.606 < 0.673, Flange Is fully effective
Bl check web for local buckling per section b2.3
fl(comp)= Fy*(y3/y2)= 50.53 ksl
f2(tenslon)= Fy*(yl/y2)= 102.29 ksl
Y= f2/fl
= -2.024
k= 4 + 2*(1-Y)A3 + 2*(1-Y)
= 65.35
flat depth=W= yl +y3
Eq . B2.3-5
Eq. B2.3-4
Eq. B2.1-4
Eq. B2.1-1
= 3.897 In w/t= 68.36842105 OK
!=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5
= [1.052/(65.35)A0.5] * 3.897 * (50.53/29500)A0.5
= 0.368 < 0.673
be=w= 3.897 In
bl= be(3-Y)
= 0.776
b2= be/2
= 1.95 in
bl+b2= 2.726 In > 1.2885 In, Web Is fully effectlve
Determine effect of cold working on steel vleld point CEYa} per section A7.2
Fya= C*Fye + (1-C)*Fy (EQ A7.2-1)
Lcorner=Le= (p/2) *_ (r + t/2)
0.134 In
-Ltlange-top=Lf=-1.522 In -
m= 0.192*(Fu/Fy) -0.068
= 0.1590
C= 2*Le/(Lf+2*Lc)
== o:150-1n ----
(EQ A7.2-4)
Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)A2 -1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fye= Be * Fy/(R/t)Am (EQ A7.2-2)
= 78.485 ksl
Thus, Fya-top= 58.52 ksl (tension stress attop)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 113.59 ksl (tension stress at bottom)
Check allowable tension stress for bottom flange
Ltlange-bot=Lfb= Lbottom -2*r*-2*t
= 2.522 In
Cbottom=Cb= 2*Le/(Lfb+2*Lc)
= 0.096
Fy-bottom=Fyb= Cb*Fye + (1-Cb)*Fyf
= 57.26 ksl
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.50 ksl
Eq B2.3-2
(EQ A7.2-3)
If F= 0.95 Then F*Mn=F*Fya*Sx=j 20.73 ln-k
Project#: 21-1206-2
2,75 In
~51n 4
T
4.125In
1,625 In
J_
1 ~ 0,0571n
Beam= HMH 41160/4 125" Face x 0 057" thk I I
Ix= 1.617 lnA4
Sx= Q,740 jnA3
Ycg= 2.723 In
t= 0.057 in
Bend Radlus=r= 0.057 In
Fy=Fyv= 55.00 ksi
Fu=FUV= 65.00 ks!
E= 29500 ksl
top tlange=b=· 1.750 in
bottom flange= 2,750 In
Web depth= 4 1 '11; In
....:.; Fy -
yl= Ycg-t-r= 2.609 In
y2= depth-Veg= 1.403 In
y3= y2-t-r= 1.289 In
Structural
Engineering & Design Inc.
=============1!:!:s!:.!1::!:!s=w::!:!:!:rig~b='t=A='v~e:::::!!!La!!::::!!:y:!!!e!:!:rn!:!le!:!::, ~C;sA!:::!9~1=!:z::!:!s::!:!o=r::!:!e:!:!·::!:!e::!:!o~e!:!:!s::!:!a6~1:!:!!:35!!!::1:!:::!:::Fa~x2!:·::!!e!:!!!o~a!::!!s!:!!!a::!:!s~z::!:1::!:!s6!!!::===========
By: Bob S
BEAM
RMI Section 5.2, PT II
SectJon
Project: Quidel
Contlguratlon: Type c Selective Rack -Yo" Bay
Beam= HMH 41160/4.125" Face x 0.057" lhk
Ix=Ib= 1.617 1nA4
Sx= 0.740 lnA3
t= 0.057 In
Fy=Fyv= 55 ksl
Fu=Fuv= 65 ksl
Fya<= 58.5 ksl
E= 29500 ksl
F= 300.0
L= 96in
Beam Level= 1
P=Product Load= 4,000 lb/pair
D=Dead Load= 50 lb/pair
1, Check Bending Stress Allowable Loads
Mcenter=P'Mn= W*L*W*Rm/8
Project#: 21-1206-2
2.751n tSln +
T
4.125 In
1,625 In
_J_
1~ 0,057 In
W=LRFD Load Factor= 1.2*0 + 1.4*P+1.4*(0.125)*P
FOR DL=20/o of PL,
RHI 2.2, Item 8
W= 1.599
Rm= 1 -((2-*F*L)/(6*E*Ib + 3*F*L)]
1 -(2*300*96 ln)/[(6*29500 ksl*l.617 1nA3)+(3*300*96 In)]
= 0.845
If F= 0.95
Then F*Mn=F*Fya*Sx= 41.14 ln·k
Thus, allowable load
per beam palr=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 41.14 ln-k * B * 2/(961n * 0.845 * 1.599)
= 5,075 lb/pair allowable load based on bending stress
Mend= W*L *(1 ·Rm)/8
--= (507~ lb/2) * 96·1n *·(1~0.845)/8
= 4,720 In-lb @ 5075 lb max allowable load
= 3,720 In-lb @ 4000 lb ln,posed product load
2. Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd = 1 -{4*F*L)/(S*F*L + lO*E*Ib)
= 1 -(4*300*96 ln)/[(5*300*96 ln)+(10*29500 ksl*l.617 1nA4)]
= 0.814 In
If Dmax= L/180 Based on l/180 Dellectfon Criteria
and Dss= 5*W*LA3/(384*E*Ib)
L/180= 5*W*lA3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L A2*Rd)
= 384*1.617 1nA4*2/[180*5*(96 ln)A2*0.814)
= 5,426 lb/pair allowable load based on deflection limits
Thus, based on the least capacity of Item 1 and 2 above:
1-I lllllllll!IIOIIOIIIOIIIIIOIIO!IOIIOIII }-=~~~~~~
.. -
'~----____________ ...... . '
I • • • • •
· Pra4v•II: ...... . . . . . .
!Beam·
llwel!llgil:nl -
Ill 1:1
Allowable Deflection= L/180
= 0.533 In
Deflection at Imposed Load= 0.420 In
Alowab
Imposed Product Load= 4,000 lb/pair
Beam Stress= .7 Beam at Level 1
Structural
Engineering & Design Inc.
1616 Weight Ave I a Yecoe CA 91760 Iel· RCS 596 1361 Eu sos 686 ?186
By: Bob S Project: Quidel Project#: 21-1206-2
3 Pin Beam to Column Connection Type C Selective Rack -96" Bay
I he beam end moments shown herein show the result of me maximum Induced Hxed end monents form seismic + static loads and the code
mandated minimum value ot· 1.5%(DL+PL)
Mconn max= (Mselsmlc + Mend-flxlty)*0,70*Rho
= 5,363 In-lb Load at level 1
Connector Type= 3 Pin
Shear Capacity or Pin
Pin Diam= 0.44 In
Ashear= (0.438 ln)"2 * Pl/4
= 0.1507 ln"2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507In"2
= 3,315 lb
Bearing Capacity of Pin
tcol= 0.075 In
Omega= 2.22
Fy= ss,ooo psi
Fu= 65,000 P-SI
a= 2.22
Pbearlng= alpha "' Fu "' diam "' tcol/Omega
= 2.22 "' 65000 psi * 0.438 In * 0.075 ln/2.22
= 2,135 lb < 3315 lb
Moment capacity or Bracket
Edge Dlstance=E= 1.00 In Pin Spacing= 2.0 In
C= P1+P2+P3 tcllp= 0.18 In
= Pl +Pl *(2.5"/4.5")+P1 *(0.5"/4.5")
= 1.667 * Pl
Mcap= Scllp * Fbendlng
= 0.127 ln"3 * 0.66 * Fy
= 4,610 In-lb
Pcllp= Mcap/(1.667 * d)
C*d= Mcap = 1.667
== 4610.1 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.S"+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-lb > Mconn max, OK
type c :,elect-qu1del.xls Page 1 of(</
---,.-
1' I
2'
Fy= 55,000 psi
Scllp= 0.127 ln"3
d= E/2
= 0.50 In
rho=
12/8/2021
Structural
Engineering & Design Inc.
1815 Weight Aye La Verne CA 91750 Tel; 909,5961351 fax; 909 596 7186
By: Bob S Project: Quidel Project#: 21-1206-2
Transverse Brace Configuration: Type C Selective Rack -96" Bay
Section Properties
Diagonal Member= Hannibal 1-1/2x1·1/2x16ga
Area= 0.273 ln"2 k,_1.soo In _,.j
r min= 0.496 In I I
Fy= 55,000 psi nf
K= 1.0 1.~00 In
nc= 1.92 ....L
-I 1--o:2so In
Frame Dimensions
Diagonal Member
Bottom Panel Helght=H= 48.0 In
Frame Depth=D= 42.0 In
Column Wldth=B= 3.0 In
-.o
Horizontal Member= Hannibal 1-1/2xl -1/2x16ga
Area= 0.273 ln"2
r min= 0.496 In
Fy= 55,000 psi
K= 1.0
Clear Depth=D-B*2= 36.0 in
X Brace= NO
rho= 1.00
I Load case 6:: (LJ:J} '(14//(_Gfs)D + f(0.85+0.14Sds}*B*P + [0.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 1,471 lb
Vb=Vtran1V*0,7*rho= 1471 lb * 0.7 * 1
= 1,030 lb
Ldlag= [(D-8*2)"2 + (H-6")"2]"1/2
= 55.3 In
Pmax= V*(Ldlag/D) * 0.75
= 1,017 lb
axial load on dla onal brace member
Pn= AREA*Fn
= 0.273 ln"2 * 23419 psi
= 6,393 lb
Pallow= Pn/n
= 6393 lb /1.92
= 3,330 lb
(kl/r)= (k * Ldlag)/r min
= (1 x 55.3 In /0.496 In )
= 111.5 In
Fe= pl"2*E/(kl/r)A2
= 23,419 psi
Since Fe<Fy/2,
Fn= Fe
= 23,419 psi
Check End Weld
Lweld= 3.0 In
Fu= 65 ksf
tmln= 0.060 In
:rvo1ca1 eaoel
Contl!lucatloo
Pn/Pallow=
Horizontal brace
0.31 <= 1.0 OK Weld Capacity= 0.75 * tmln * L * Fu/2.5
Vb=Vtran1V•0.7*rho"' 1,030 lb
(kl/r)= (k * Lhorlz)/r min
= (1 x 42 In) /0.496 In
= 84.7 In
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 36,366 psi
Pn/Pallow= 0.20
type c ~elect-qu1del.xls
<= :i.O OK
Fe.:: pl" 2*E/(kl/r)" 2
= 40,584 psi
Pn= AREA*Fn
= 0.2731n"2*36366 psi
= 9,928 lb
f'a,ae / '-' of / f
= 3 510 lb OK
Fy/2= 27,500 psi
Pallow"' Pn/nc
= 9928 lb /1.92
= 5,171 lb
12/8/2021
Structural
Engineering & Design Inc.
1a15 Weight Ave La Verne, QA 91750Tet· 909,596.1351 fax· 909 596,7186
By: BobS Project: Quidel Project#: 21-1206-2
Single Row Frame Overturning Configuration: Type C Selective Rack -96" Bay
Loads
Crltlcal Load case(s):
1) RMI Sec 2.2, Item 7: (0.9-0.2Sds)D + (0.9·0.20Sds)*B*Papp -E*rho
Scls= 0.7183
(0.9·0.2Sds)= 0.7563
(0.9-0.2Sds)= 0.7563
Vtrans=V=E=Qe= 1,471 lb
DEAD LOAD PER UPRIGHT=D= 150 lb
PRODUCT LOAD PER UPRIGHT=P= 12,000 lb
Papp=P*0.67= 8,040 lb
Wst. LCl==Wst.1=(0.75634*D + 0.75634*Papp*1)= 6,194 lb
B=. ---
Product Load Top Level, ptop= 4,000 lb
DL/Lvl= 50 lb
Seismic Ovt based on E, .E(Fl*hl)= 101,070 in-lb
hetoht/deoth ratio= 2.3 In
Al Fullv Loaded Rack
Load case 1:
Movt= .E(R*hl)*E*rho
= 101t070 In-lb
rho= 1.0000
Frame Depth=Df= 42.0 In
Htop-lvl=H= 96.0 In
# Levels= 3
# Anchors/Base= 1
ho= 48.0 In
h=H+ho/2= 120.0 In
Mst= Wstl * Df/2
= 6194 lb * 42 in/2
= 130,074 In-lb
STDE ELEVATION
T= (Movt-Mst)/Df
= (101070 In-lb -130074 ln-lb)/42 In
= -691 lb No Uplift
I Net Seismic Upllft= •691 lb
B} TOD Level Loaded Onlv
Load case 1:
0 Vl=Vtopc Cs * Ip* Ptop >= 350 lb for H/D >6.0 Movt= [Vl *h + V2 * H/2]*rho
= 0.1796 * 4000 lb = 87,501 In-lb
= 718 lb T= (Movt-Mst)/Df
Vleff= 718 lb Critical Level= 3 = (87501 In-lb • 65915 ln-lb)/42 In
--· -. 'j2=_v_QL_ = ~*~R*.Q --· --..... _ ... _________ <:;s~IP..'7' _Q.l-796 __ -·----·-.. -. ___ =;: 514 lb _ _ Net.Uplift: per.Column
= 271b
Mst= (0.75634*1? + 0.75634*ptop*1) * 42 ln/2
= 65 915 In-lb
I Net Seismic UDllft= 514 lb
Anchor
Check (1) 0,5" x 2" Embed HILTI KWIKBOLT TZ anchor(s) per base plate.
Special Inspection Is required per ESR 1917.
Fully Loaded:
Top Level Loaded:
L.A. aty Jurisdiction? NO Pullout Gapacity=Ttap= 970 lb
Shear Gapacity=Vcap= 1,250 lb Phi= 1
(735 lb/1250 lb)Al =
(514 lb/970 lb)Al + (359 lb/1250 lb)"l =
type c select-qu1del.xls Page / / of I Y
0.59
0.82
Tcap*Phl== 970 lb
Vcap*Phl= 1,250 lb
<= 1.2 OK
<= 1.2 OK
12/8/2021
Structural
Engineering & Design Inc.
1815 Weight Ave La Verne, CA 91750 Je!; 909,596.1351 fax· 909 596,7186
By: Bob S Project: Quldel Project#: 21-1206-2
Base Plate Configuration: Type C Selective Rack -96" Bay
Section
Baseplate= 8x5x3/8
Eff Wldth=W = 8.00 In
Eff Depth=D = 5.00 In
Column Wldth=b = 3.00 In
Column Depth=dc = 3'.00 In
L = 2.50 In
Plate Thlckness=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
+-a-+ P
Mb
b
w
Downa1s1e Elevation
Down Aisle Loads Load case 5:: {1+0.105*Sds)D + 0.75*((1.4+0.14Sds)*B*P + 0.75*(0.7*rho*El<= 1.0, ASD Method
COLUMN DL= 75 lb Axlal=P= 1,0754215 * 75 lb+ 0.75 * (1,500562 * 0.7 * 6000 lb)
COLUMN PL= 6,000 lb = 41807 lb
Base Moment= 0 In-lb Mb= Base Moment*0.75*0.7*rho
1+0.105*Sds= 1.0754 = 0 In-lb* 0.75*0,7*rho
1.4+0.14Sds= 1.5006 = 0 In-lb
B= 0,7 , Axial Load P = 4,807 lb Mbase=Mb = 0 In-lb
Axial stress=fa = P/A = P/(D*W)
= 120 psi
Moment Stress=fb = M/S = 6*Mb/[(D*B"2]
= 0.0 psi
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L"2
= 0 ln:lb
S-plate = (l)(t,,...2)/6
= 0.023 ln,,...3/ln
fb/Fb = Mtotal/[(S-plate)(Fb)]
0,59 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -6,194 lb No Tension
Ml= wl "2/2= fa*L "2/2
= 376 In-lb
Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi
M2= lbl *L "2)/2
= 0 In-lb
Mtotal = Ml+M2+M3
= 376 In-lb/In
Fb = 0.75*Fy
= 27,000 psi
F'p= 0.7*F'c
= 1,758 psi
Tallow= 970 lb
OK
OK
em
Effe
Cross Alsle Loads 01/ICA/lo«ICMORHrs«:2.1, 11en,f:(1+0.11Sds){)t. +(1+0.J451)5}Pl.•o.1s+EJ."O.JS <• 1.4 ASD~~ Check upllft load on Baseplate.----·---· . __ -·--
Pstatlc= 4,807 lb
Movt*0.75*0.7*rho= 53,062 In-lb
Frame Depth= 42.0 In
P=Pstatlc+Pselsmlc= 6,071 lb
b =Column Depth= 3.00 in
L =Base Plate Depth-Col Depth= 2.50 In
fa = P/A = P/(D*W)
= 152 psi
Sbase/in = (1)(t"2)/6
= 0.023 ln"3/ln
fb/Fb = M/[(-S~plate)(Fb)]
= 0.75 OK
type c select-qu,del.xls
Pselsmlc= Movt/Frame Depth
= 1,263 lb
M= wl"2/2= fa*L"2/2
c: 4 74 In-lb/In
Fbase = 0.75*Fy
= 27,000 psi
Page / )_ of t 1/
Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2.
When the base plate r.onrlguratlon consists or 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 or the anchor to the nearest edge or the rack column"
~
Uplift per Column= 514 lb
Qty Anchor per BP= 1
Net Tension per anchor=Ta= 514 lb
c= 2.50 In
Mu=Moment on Baseplate due to uplift= Ta*c/2
fb Fb *0.75= 0.152
= 643 In-lb
Splate= 0.117 ln"3
OK
1218/202 r
Structural
Engineering & Design Inc.
1815 Weight Ave La Verne, CA 91750 Jel· 909.596.1351 fax· 909.696.7186
By: BobS Project: Quldel Project#: 21-1206-2
Slab on Grade Configuration: Type C Selective Rack -96" Bay
a I ~ ~
~li'ffiffli'ii'l'li'i'i'i'ffi'ffl'i'l'l'm'f'i'l'llllmmm'ffii'n'n1Fii"i'ffffiffii'ir\"~
l [al e
I I
I I ~---·c ____ ,
re= 2,511 psi
tslab=t= 4.8 In
y
L
SLAB ELEVATION
_J __ j
,SQ!!
fsoll= 750 psf
Movte:: 101,070 In-lb
Frame depth= 42.0 In Baseplate Plan View Sds= 0.718
0.2*Sds= 0.144 Base Plate
Effec, Baseplate wldth=Ba 8.00 In _
Effec, Baseplate DepthaD= 5.00 In
wldth=a= 3.00 In
depth=b= 3.00 In f3=B/D= 1.600
F"cAQ.5= 50.10 psl
Column Loads
DEAD LOAD=D= 75 lb per column
unfactored ASD load
PRODUCT LOAD=P= 6,000 lb per column
unfactored ASD load
Papp= 4,020 lb per column
P-selsmlc=E= (Movt/Frame depth)
= 2,406 lb per column
Be:
rho=
unfactored Limit State load
Sds= 0.7183
1.2 + 0.2*Sds= 1.3437
___ 0. 9 • 0.20Sds=_ 0.7563 ___ _
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 180.50 lnA2
Fpunctl= [(4/3 + 8/(3*{3)] *.A *(F"c"0.5)
= 90.2 psi
Fpunct2= 2.66 * ).. "' (F"cAO.S)
= 80. psi
Fpunct eff= 80. psi -
Slab Bending
Pse=DL+PL+E= 8,496 lb
Asoll= (Pse*144)/(fsoll)
= 1,631 ln"2
x= (L-y)/2
= 13.1 In
Fb= 5*(phl)*(fc)A0.5
= 150.33 psi
type c select-qu1del.xl5
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 RMISEc 2.2 EQTN s
= 1.34366 * 75 lb + 1.34366 * 0.7 * 6000 lb + 1 * 2406 lb
= 8,150 lb
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2,2 EQTN 7
= 0.75634 * 75 lb+ 0.75634 * 0.7 * 4020 lb+ 1 * 2406 lb
= 4,591 lb
Load Case 3) 1.2*D + 1.4*P
= 1.2*75 lb + 1.4*6000 lb
= 8,490 lb
Load case 4) 1.2*D + 1.0*P + LOE
= 8,496 lb
Effective Column Load=Pu= 8,496 lb per column
L= (Asoll)A0.5
= 40.39 In
M= w*x"2/2
= (fsoll*xA2)/(144*2)
= 446. 7 In-lb
Page/ b of/ l-j
fv/Fv= Pu/(Apunct*Fpunct)
= 0.589 < 10K
y= (c*e)A0,5 + 2*t
= 14.2 In
5-slab= 1 *teff"2/6
= 3.76 ln"3
fb/Fb= M/(S-slab*Fb)
= 0.790 < 1, OK
RMI SEC 2.2 EQTN 1,2
AC! 318-14 Sec S.J,1
Eqtn 5.3.le
12/8/2021
Structural
Engineering & Design Inc.
1815 Weight Ave La Verne, CA 91750 Tel: 909.596 1351 fax· 909,596 7186
By: Bob S Project: Quidel Project#: 21-1206-2
Configuration & Summary: Type C Selectlve Rack~ 48" Bay
T-
44"
96" t
46"
t
6"
I
' '
T
48"
%" t
36" 1_.
**RACK COLUMN REAcrJONS
ASOLOADS
AXIAL DL= 75 lb
AXIAL LL':' 3,000 lb
SEISMIC AA1Al Ps=+/· 1,236 lb
BASE MOMENT= 0 In-lb
.-r -48" ----..r ,r-42" -,r
Seismic Criteria
Ss=0.96B, Fa=1.113
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal ..
Base Plate
Anchor
Slab& Soll
Level I Load**
Per Level
1
2
3
2,000 lb
2,000 lb
2,000 lb
# Bm Lvls Frame Depth Frame Hel Beam Length Frame Type
3 42 in 96.0 In 48In Single Row
Fy=55 ksl
None
Fy=55 ksl
Fv=55 ksi
Fy=55 ksl
Fy==55 ksl
Fy=36 ksi
1 oer Base
Beam $oca
6.0 In
46.0 In
44.0 in
Description
Hannibal IF3014-3x3x14ga P=2050 lb, M=3536 In-lb
None None
HMH 24160/2.5" Face x 0.057" thk Lu=4B In I Capacity: 5146 lb/pr
Lvl 1: 3 pin OK I Mconn=2342 In-lb I Mcap=12691 In-lb
Hannlbal 1-1/2x1 -1/2xl6ga
Hannibal 1-1/2x1-1/2x16ga
8x5x3/8 I Fixity= 0 In-lb
0.5" x 2" Embed HILT! KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Upllft=244 lb)
4.75" thk x 2511 psi slab on grade. 750 psf Soll Bearing Pressure
p~_
36.0 in
48.0 in
I Story Force I Story Force
__ Jritnsx.. .. ..L.onglt ...
29 lb
253 lb
467 lb
13 lb
108 lb
200Ib
Column
.. Axial
3,075 lb
2,050 lb
1,025 lb
I Column I Conn,
_ __ Moment ___ Moment
480 "#
3,536 "#
2,193 "#
2,342 "#
2,942 "#
1,704 "#
STRESS
0.14-OK
N/A
0.39-OK
0.1B-OK
0.1-OK
0.16-OK
0.38-OK
0.325-OK
0.3-OK
Beam
Connector
3 pin OK
3 pin OK
3 pin OK
*" Load defined as product weight per pair of beams Total: 749Ib 320 lb
type c-48 M lect-qu1del.xle, f'aqe I '-/of I <-j 12/8/20 2 1
.._\\. KLAUSB FlUC.KN ER ) \ l AND ASSOCIATES
2495 Truxtun Road. Suite 205
San Diego, CA 92106
QUIDEL INC.
(OUTDOOR SHED)
2285 Rutherford Road
Carlsbad, CA
High-Piled Combustible
Storage Report
Rev 1.1
January 11, 202
Tel: (619) 677-2004
Fax: (619) 677-2444
1. Summary Table
TOPIC CODE SECTION
Construction See Architectural
Type (Section Plans
3.1 on Page 6)
Approximate See Architectural
Square Footage Plans
(Section 3.2 on
Page 6)
Additional Applicable to:
Required Plan Racking Plan,
Annotations Sprinkler Plan,
Architectural Plan
Occupancy CBC Sections
(Section 3.2 on 302,304,
Page 6) 306, 311,
Table 508.4
(see Attachments
for more details)
(see Attachments
for more details)
Approved CFC, Section
Storage Layout 3201.3.2
Structural Rack CBC
Calculations
Automatic CFC Sections
Sprinkler 3207.2,
Rev 1./ -QUIDEL INC. 2285 Rutherford
Road, Carlsbad, CA
CRITERIA/REQUIREMENTS
Outdoor Shed Attached to Existing Building
Existing Building -No Proposed Changes to the Main Building.
Fully Sprinklered
Building, Ill-A Construction, 2-Stories Above Grade
Outdoor Shed: 416 ft"'[S-1, High-Piled Storage]
Warehouse Total: 13,060 tt2 [S-1, Storage]
Manufacturing Area: Unknown ftl [F-1, Manufacturing]
Storage Area incl Shed: 13,476 ft' [S-1, High-Piled Storage]
Remainder: Unknown ftl & Outside the Scope
Other Uses: Unknown tt2 & Outside the Scope
NOTE: Main building previously approved and for background
information only. Scope of the report is limited ot the sorage in
outdoor shed only.
"Approval of this plan in part is based on the technical High-Piled
Combustible Storage Report prepared by Klausbruckner &
Associates, dated January 11, 2022, Rev 1.1. QUIDEL INC.
agrees to comply with the requirements set forth in the
referenced report. A copy of the reference report shall be
maintained and immediately available for Fire Department
Inspection for the duration of the reQuested hi!lh pile storage"
Outdoor Shed: Single Use Group: S-1 (Storage)
Existing Building: Mixed Use Groups: B (Offices), F-1
(Manufacturing) and S-1 (Storage), unless otherwise specified by
the Architect of Record.
No occuoancv seoaration reQuired between B, F-1 and S-1.
High Hazard: Outdoor Shed Storage: Empty 4-Gallon
Rubbermaid Trash Cans, Fiber Board Cy
Boxes, Empty Steel And Poly Drums,
Chemical Spill Containing Absorbent
Pads, Shovel, etc.
Flammable Cabinets (in Outdoor Shed):
Universal Waste Staging for Small
Quantities of Light Bulbs, Batteries
(Alkaline, NiMH, Lead Acid, etc. -Staged
in 5-Gallon Polyethylene UN Rated
Buckets), Non-PCB Ballasts (5-Gal Poly
UN bucket), etc.
Protection based on highest hazard commodity within Chapter
32. Hazardous materials outside the scooe of this report.
A floor plan, of legible size, shall be provided, mounted on a
wall and protected from damage. The floor plan shall be
mounted in an approved location. It shall show the information
listed in Section 7 of this report. Approved Storage Layout by
others.
Not within the scope of this report. Structural & (seismic) rack
calculations are reauired for high-piled storage permit aooroval.
Sprinkler System Upgrades Are Required.
(Storage Area layout per Attachment #1 on page 21)
Page I I
Protection
(Section 4.1 on
Page 8)
3208.1,
3208. to
3208.4,
Table 3206.2,
NfPA-13
General Sections
3.9.1.13,
3.9.1.18,
3.9.3.7.4,
3.9.3.7.7,
3.9.3.8,
3.9.3.9,
8.5.5.3.1,
8.5.6.1,
8.6.2.2.1,
Table
8.6.2.2.1 (b),
8.6.3.4.1,
12.1.2,
12.6.1,
12.6.2,
12.8.6,
Table 12.8.6
NfPA 13 (2016
Edition)
Specific Sections
Rack Storage
13.2.1
Tables 13.2.1
Figures 13.2.1
Rev I. I -QUIDEL INC. 2285 Rutherford
Road, Carlsbad, CA
Rack Storage Area Within Outdoor Storage Shed Sprinkler
Protection*:
CLASS I-IV, CARTONED EXPANDED & UNEXPANDED AND
EXPOSED UNEXPANDED & EXPANDED GROUP A
PLASTICS COMMODITIES
* Meeting definition of Miscellaneous Storage
■ Maximum Storage Height: :;; 8'-0"
■ Maximum Ceiling Height < 11'-0"
• Aisle Widths: .:: 3'-8" (44")
■ Single Row Racks
■ Open Shelving > 50% open
Ceiling Sprinkler Design Required.·
• Control Mode Density Area (CMDA), minimum K-factor:
(Installed K-factor: 5.6), listed for storage ordinary (165°f) or
high (286°f) temperature, pendent sprinklers ■ Minimum density of 0.20 gpm/ft2 over 1,500 ft 2 remote area
■ In-Rack Sprinklers: One line of in-rack sprinklers located at
first tier level
• Maximum coverage area 130 ft2
■ Maximum spacing between sprinklers 15'-0"
■ Minimum spacing between sprinklers 6'-0"
■ Minimum 18" clearance from deflector to top of storage
■ Hose allowance of 500 gpm
■ Water supply duration of 90 minutes
Proposed CMDA ceiling sprinkler system designed to 0.20
gpm/ft2 over 1,500 ft2 remote area with one level of in-racks
will meet the requirement for protection above. Additional
upgrades and/or calculations are required.
Non High-Piled Floor Storage Within Outdoor Storage Shed
Sprinkler Protection:
CLASS I-IV, CARTONED AND EXPOSED, EXPANDED AND
UNEXPANDED GROUP A PLASTICS COMMODITIES
• Maximum Storage Height: :::: 5' (Plastics)
■ Maximum Ceiling Height: < 11'·0"
Ceiling Sprinkler Design Required:
• Control Mode Density Area (CMDA), minimum K-Factor: K-
5.6, not required to be listed for storage, ordinary (165°f) or
high (286°f) temperature, upright or pendent sprinklers
■ Minimum density of 0.20 gpm/ft2 over 1,500 ft2 remote area
■ Maximum coverage area 130 ft2
• Maximum spacing between sprinklers 15'-0"
■ Minimum spacing between sprinklers 6'-0"
■ Minimum 18" clearance from deflector to top of storage
■ Hose allowance of 250 gpm
■ Water supply duration of 90 minutes
Proposed CMDA ceiling sprinkler system designed to 0.20
gpm/ft2 over 1,500 ft2 remote area will meet the requirement for
protection above. Additional upgrades and/or calculations are
required.
See Section 4.1 of this report for additional requirements
Page 12
Adjacent
Hazards, Extent
of Protection
(Section 4.1.3.1
on Page 7)
Smoke and Heat
Removal
Flue Spaces
(Section 4.9 on
Page 14)
{if: Solid Shelves
(Section 4.1.3.6
on Paae 10)}
Building Access
Road & Doors
(Section 4.3 on
Page 11)
Aisle Width
(Section 4. 7 on
Page 13)
Fire
Extinguishers
(Section 4.6 on
Page 13)
(see Attachments
for more details)
CFC 3206.2 and
NFPA 13, Section
12.3.(1)
(see Attachments
for more details)
CFC Table 3206.2
CFC Section
3208.3,
Table 3208.3
(see Attachments
for more details}
NFPA 13 Section
17.1.5
CFC Table
3206.2, Sections
503.1.1, 503.2-8,
3206.6, 3206.7
(see Attachments
for more details)
CFC 3206.10
CFC 3206.10.3
(see Attachments
for more details)
CFC Section
3206.11, 906 and
Tables 906.1,
906.3 (1) & (2),
906.9
Rev I. I -QUIDEL INC. 2285 Rutherford
Road, Carlsbad, CA
Other Areas, Including Main Building
Not Within the Scope
High Piled Storage Area will extend over the single row rack
of the outdoor shed. Extent and type of protections {including
automatic sprinkler design densities) shall extend to a permanent
partition. In-rack protection shall extend only over the racks.
Smoke and heat removal is not required for storage of High
Hazard/Group A Plastics less than 2,500 square feet
NOTE: Smoke and Heat Vents previously addressed for high
piled storage areas in the Main Building (under separate permits).
Single Row Racks": Transverse -3-inches required .,....
Longitudinal -Not required
-Transverse Flue Spaces: Random
variations (in flue space size) are
allowed, provided the distribution of
water is not obstructed
See Section 4. 9 of this report for additional details on flue spaces
and reQuired flue soace protection devices
No solid shelves (greater than 20 square feet between
approved flue spaces} are permitted in the racks.
Access Roads:
• Access roads required by CFC Section 503
• Access roads are existing and have been approved as part of
the shell building plans.
Access Doors:
• Access Doors are not required in sprinklered high-piled
storage areas of Group A Plastics/High Hazard
Commodities less than 2,500 ft2.
See Section 4.3 of this report for additional details on access
doors. NOTE: Access roads and doors previously addressed for
high piled storage areas in the Main Building (under separate
permits).
• Aisles of at least 44" are required in sprinklered buildings with
high-piled storage exceeding 500 square feet Cross aisles
used only for employee access between aisles shall be a
minimum of 24" wide
• Quidel Inc. agrees to maintain a minimum of 44" aisle
widths within the rack storage area in order to comply with
the sprinkler requirements stated in Section 4.1 of this report.
• Dead-end aisles shall not exceed 50 ft in length
NOTE: Any floor/palletized storage cannot obstruct the minimum
width of the aisles.
See Section 4.7 of this report for additional details on aisle
widths.
High-piled Storage Areas: 4-A:20-B:C ;
• Maximum travel distance 75 ft*;
• Maximum area per extinguisher 4,000 ft2
* If no flammable liquids are stored, otherwise travel distance
Page I 3
(see Attachments
for more details)
Hazardous N/A
Materials
Allowable Area CBC Table 503
(see Attachments
for more details)
Rev 1.1 -QU!DEL INC. 2285 Rutherford
Road, Carlsbad, CA
:'.5: 50 Feet
See Section 4.6 of this report for additional details on fire
extinguishers.
NIA Not part of the scope of this report
Not within the scope of this report. Existing building. No proposed
changes to type of construction, building square footage or
occupancy unless otherwise specified by the Architect of Record.
Page 14
Hazardous Materials Questionnaire
County of San Diego, Department of Environmental Health and Quality
PO Box 129261, San Diego, CA 92112-9261
(858) 505-6700 (800) 253-9933 www.sdcdeh.org
Record ID #: Not in System
Plan Check#: DEH2021-HHMBP-
010061
Business Name Business Contact Telephone# Plan File#
Quidel Corporation Tim Free 9498611881
Project Address City Zip Code APN#
2285 Rutherford Rd Carlsbad
I State
CA 92008 2120620800
Applicant Applicant E-Mail Applicant Telephone#
Tim Free tim@548group.com 9498611881
The following questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTMENT -HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION:(Not required for projects within the City of San Diego.)
Indicate by selecting the item. whether your business will use. process, or store any of the following hazardous materials. If any of the items are selected, Applicant must
contact the Fire Protection Agency with Jurisdiction prior to plan submittal.
Occupancy Rating: Facility's Square Footage (including proposed project):
□ Explosive or Blasting Agents □ Organic Peroxides □ Water Reactives □ Corrosives
□ Compressed Gases □ Oxidizers □ Cryogenics □ Other Health Hazards
□ Flammable/Combustible Liquids □ Pyrophorics □ Highly Toxic or Toxic Materials □ None of These
□ Flammable Solids □ Unstable Reactives □ Radioactives
PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMDl:tf the answer 10 any of the questions is
yes. applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego. CA 92123, or by phone at(858)
505-6700 prior to issuance of a building permit. FEES ARE REQUIRED.
Project Completion Date: 71212021
1.
2.
3.
4.
5.
6.
7.
8.
YES NO
li!I □ Is your business listed on the reverse side of this form? (check all that apply).
□ li!I Will your business dispose of Hazardous Substances or Medical Was1e in any amount?
li!I
ll!l
□ □ □
□
0 Will your business store or handle Hazardous Substances in quantities equal to or greater than
55 gallons, 500 pounds, or 200 cubic feet?
□ li!I
li!I
li!I
Will your business handle carcinogens or 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 (CalARPI?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
li!I Will your business store petroleum in tanks or con1ainers at your facility with a total storage capacity
equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storage Act).
□ □ □
CalARP Exempt
CalARP Required
CalARP Complete
Review Date:
PART Ill; SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCDl: If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant
must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to
the issuance of a building or demoli1ion permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at
least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at
10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information.
1.
2.
3.
4.
YES NO
□ □ □ □ □ □ □ 0
Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.)
Has a survey been performed to determine the presence of asbestos containing materials?
Will the project involve handling or disturbance of any asbestos containing materials?
Will the project involve the removal of any load supporting structural member?
5. □
□
□
□
Will the subject facility or construction activities include operations or equipment that emit or are capable of em,tting an air contaminant? (See the APCD
factsheet at http://www.sdapcd.org/info/facls/permits.pdf
6. (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)?
Search the California School Directory al http://www.cde.ca.gov/re/sdlfor public and private schools or contact the appropriate school district.
Briefly d ascribe business activities:
Biotechnology -In Vitro diagnostics kit manufacturer (e.g. SARAS Antigen,
lnfl uenza, etc.)
Briefly describe proposed project:
Installation of warehouse racking and safety barriers
I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. ll!l: Fees Acknowledged: 00
TIMOTHY FREE 5112/2021
Name of Owner or Authorized Agent Date
FOR OFFICIAL USE ONLY
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:
BY: DATE: ___________ _
EXEMPT OR NO FURTHER INFORMATION
REQUIRED
RELEASED FOR BUILDING PERMIT BUT NOT FOR
OCCUPANCY
RELEASED FOR OCCUPANCY
COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD
*A stamp in this box !rn!y_ exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply.
OEHQ_ HMO _HM BP_ Questionnaire v 1.34 (212021)
Printed on: 5/24/2021@ 1:11 PM
Note: As per the customer, the facility does not have any hazmat at this time.
□ □ □ □ □ □ □ □ □ □
ENCINA WASTEWATER AUTHORITY
INDUSTRIAL WASTEWATER DISCHARGE PERMIT
SCREENING SURVEY
6200 Avenida Encinas, Carlsbad, CA 92011
Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinajpa.com
Date: 12.16.2021
Business Name; Quidel ---------------------
Street Address: 2285 Rutherford Road, Carlsbad, CA 92008
Email Address: Logan@548group.com
PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT 10N REVERSE SIDE CHECK TYPE OF BUSINESS! □
Check all below that are present at your facility
Acid Cleaning 0 Food Processing 0 Metal Powders Forming
Assembly 0 Glass Manufacturing D Nutritional SupplementNitarrnn
Automotive Repair 0 Industrial Laundry 0 Manufacturing
Battery Manufacturing O Ink Manufacturing O Painting/Finishing
Biofuel Manufacturing D Laboratory O Paint Manufacturing
81otech Laboratory 0 Machining/Milling 0 Personal Care Products
Bulk Chemical Storage 0 Membrane manufacturing 0 Manufacturing
Car Wash O (ie. waterfilter membranes) O Pesticide Manufacturing/ Packaging
Chemical Manufacturing O Metal Casting/Forming O Pharmaceutical Manufacturing
Chemical Purification 0 Metal Fabrication 0 (including precursors)
0 Dental Offices D Metal Finishing 0 Porcelain Enameling D Dental Schools 0 Electroplating 0 Power Generation O Dental Clinics 0 Electroless Plating 0 Print Shop
0 Dry Cleaning 0 Anodizing 0 Research and Development
□ Electrical Component 0 Coating (i.e. phosphating) 0 Rubber Manufacturing
□ Manufacturing 0 Chemical Etching/Milling 0 Semiconductor Manufacturing
□ Fertilizer Manufacturing 0 Printed Circuit Board 0 Soap/Detergent Manufacturing
□ Film/ X-ray Processing D Manufacturing O Waste Treatment/Stora!'.je
New Business? YesEJNoO SIC Code(s) if known Date operation began/will begin 09.01.2021 est
Tenant Improvement? YesG NcQ If yes. briefly describe 1m provement Installation of prefabricated high pile
1 acking outside warehouse.
Description of operations generating wastewater (discharged to sewer, hauled orevaporated):_N_o_n_e _______ _
Estimated volume of industrial wastewater to be discharged (gal/ day) : _N_o_n_e __________________ _
list hazardous wastes generated (type/volume):_N_o_n_e __________________________ _
Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesOoate: _____ No[!]
Page 1 of 2
ENCINA WASTEWATER AUTHORITY
INDUSTRIAL WASTEWATER DISCHARGE PERMIT
SCREENING SURVEY
6200 Avenida Encinas, Carlsbad, CA 92011
Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinajpa.com
The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge
permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they
only discharge sanitary wastewater with no pollutants exceeding any local limits ). and (b) they have no potential to negatively
impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred
to EWA Source Control staff
□ Automobile Detailers
□ Barber/Beauty Shops
□ Business/Sales Offices
□ Cleaning Services
□ Carpet/Upholstery
□ Childcare Facilities
□ Churches
□ Community Centers
□ Consulting Services
□ Contractors
□ Counseling Services
□ Educational Services (no auto repair/film
□ Financial Institutions/Services
□ Fitness Centers
□ Gas Stations (no car wash/auto repair)
□ Grocery Stores (no film developing)
□ Residential based Businesses
developing)
□ □ □ □ □ □ □ □ □ □ □ □ □ □ □ □
□
Hotels/ Motels (no laundry)
Laundromats
Libraries
Medical Offices (no x-ray developing)
Mortuaries
Museums
Nail Salons
Nursing Homes
Office Buildings (no process flow)
Optical Services
Pest Control Services (no pesticide repackaging for sale)
Pet Boarding/Grooming Facilities
Postal Services (no car wash/auto repair)
Public Storage Facilities
Restaurants/Bars
Retail/Wholesale Stores (no auto repair/film
developing)
Theaters (Movie/Live)
CERTIFICATION STATEMENT
I certfb· that !he il?formution ahovc is true and correct lo the hes! (?f"my knoll'ledge.
Print Name: Logan Manning 12.16.21 Date: ____ _
Facility Contact Tom Conrad Title:_C_S_P __________ _
ENCINA WASTEWATER AUTHORITY
6200AVENIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852
SourceControl@encinaj pa. com
Page 2 of 2