HomeMy WebLinkAbout2841 LOKER AVE E; ; CB070976; PermitCity of Carlsbad
, ffJJ-• 1635 Faraday Av Carlsbad, CA 92008
05-17-2007 Commercial/Industrial Permit Permit No: CB070976
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
Project Title:
Applicant:
2841 LOKER AV EAST CBAD
Tl Sub Type:
2090831300 Lot#:
$66,600.00 Construction Type:
SAFTETY SYRINGES
STORAGE RACKS
Reference #:
INDUST
0
NEW·
Owner:
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
Plan Check#:
ISSUED
04/11/2007
MOP
05/17/2007
05/17/2007
LITTLE SCOTT SINGER IRVING&RUTH LIVING TRUST A 06-30-86
3725 NOBEL CT
MIRA LOMA CA 92010
Building Permit
Add'I Building Permit Fee
Plan Check
Add'I Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park Fee
LFM Fee
Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'I Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'I Pot. Water Con. Fee
Reel. Water Con. Fee ·
$419.51
$0.00
$272.68
$0.00
$0.00
$13.99
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
15250 VENTURA BLVD #1014
SHERMAN OAKS CA 91403
Meter Size
Add'I Reel. Water Con. Fee
Meter Fee
SDCWA Fee
CFO Payoff Fee
PFF (3105540)
PFF ( 4305540)
License Tax (3104193)
License Tax (4304193)
Traffic Impact Fee (3105541)
Traffic Impact Fee (4305541)
PLUMBING TOTAL
ELECTRICAL TOTAL
MECHANICAL TOTAL
Master Drainage Fee
Sewer Fee
Redev Parking Fee
Additional Fees
HMP Fee
TOTAL PERMIT FEES
Total Fees: $706.18 Total Payments To Date: $706.18 Balance Due:
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
??
$706.18
$0.00
1:_~~~~~~NS
_ATTACHED 5c.tJ..n~e.,,o
FINAL APPROVAL
Inspector: Date: 9--(/ -0? Clearance:
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively
referred to as 'foes/exactions." 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 vou have oreviouslv been aiven a NOTICE similar to this ar as to which the statute of limitations has areviouslv otherwise exaired. ·
, .,
PERMiT 'APPLICATION'
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad CA 92008
Legal Description Lot No. Subdivision Name/Number
Name
~3.
Name
Unit No.
Workers' Com·pensatlon Declaration: i hereby affirm under"penaliy of perjury one of tlie fallowing declarat,on·s:
FOR OFFICQ'J. ;NEflC::,
PLAN cHEcK t-}O-G607oq--:z.<t:t,
EST. VAL. {t){o~ U)(:)() ti, \. Plan Ck. Deposit ________ _
Valid;:1ted By \ f
Date \.( " \ '-6'27
Phase No. Total # of units
# of Bathrooms
Fax#
D I have and will maintain a certificate of consent to self-insure for work.era' compensation as provided by Section 3700 of the Labor Code, for the performance of the work.
ich this permit is issued.
I 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
rk r'scompensatio\t'jl)_su~_nceca'5"_an~licynumberare: ,.,~ Q\·\\• ,1 ~
Insurance C(?mpanv '9KG\jfll Jff ~ a-:(", Policy No'\JJ '::;:':-,L ~J::t'+\\?-'n;S)\~iration Date O O \ 0 '-6
(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 perf work for which this permit is issued, I shall not employ any person in any manner so as to
become subject to the
WARNING: Failure
dollars($100,000),
and shall subject an employer to criminal penalties and civll fines
lded for in Section 3706 of the Labor Code, interest and atto~ ~
• ______________ ,e;_ ___________________ DATE __ Y_-r ._ ..... --,,,,._.~-+--
I hereby affirm that I am exem from the Contiactor's-Lfcerise Law for the following'reason:
D I, as owner of the property or my employees with wages as their sole compensation, will d 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).
D 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 purauant to the Contractor's
License Law).
D I am exempt under Section ________ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES D NO
2. I (have/have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following peraon (firm) to provide the proposed construction (include name/ address I phone number 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/ address/ phone number/
/ontractorslicensenumber): -------------------------------------------5. I will provide some of the work, but I have contracted (hired) the following peraons to provide the work indicated (include name I address I phone number/ type of work):
PROPERTY OWNER SIGNATURE ___________________________ DATE __________ _
WHITE: File YELLOW: Applicant PINK: Finance
,
PERMIT APPLICATION , . . .
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad CA 92008
Page 2 of 2
;COMPLETETHISSEC110NFORN0N-RESIDEN11AL.BUILDING·PERMITSONLY ·---~---... --.. ---.. . .. ........ , . -. ... -..
Is the apJlllcant or future building occupant r'Ei'quired to submit ·a business· pla:i, acutely hazardous materials registration for or risk inanagemen( and preventionprogram under·
Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D 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.
,8. CONSTRUCTION I.ENDING AGEN<;Y . -•m --.. -..... -.. .. .. . ., ---• .. • .. --· · ··.. .. -... -.. • -
·1 iiereby affirm ifuit'there is' a construction lendiniiagency for the peifoimance of.the work for which thii;' permit is i~ued (Sec. 3097(1) Civii Code) ..
LENDER'S NAME _________________ _ LENDER'S ADDRESS __________________ _
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad Bldg Inspection Request
For: 09/10/2007
Permit# CB070976 Inspector Assignment: RB
Title: SAFTETY SYRINGES
Description: STORAGE RACKS
. Type:TI Sub Type: INDUST
Job Address: 2841 LOKER AV EAST
Suite: Lot: 0
---
Phone: 7608227847
Location: Inspector: ----
OWNER SINGER IRVING&RUTH LIVING TRUST A 06-30-86
Owner: SINGER IRVING&RUTH LIVING TRUST A 06-30-86
Remarks:
Total Time: Requested By: TOM
Entered By: JANEAN
CD Description Act Comments
19 Final Structural il Etr-e.: t74S
·------------
~ff#'e.,/1 ~
·---------------------~-----
.... ---·-. -~--------·--------------------------------
Comments/Notices/Holds
Associated PCRs/CVs Original PC#
CV060210 CLOSED 0-EXPIRED BIZ LICENSE;
Inspection History
Date Description Act lnsp Comments
06/05/2007 14 Frame/Steel/Bolting/Welding CO RB SEE NOTICE
06/04/2007 14 Frame/Steel/Bolting/Welding CA RB
EsGil Corporation
In <Partnersliip witli government for (}Jui[aing Safety
DATE: 5/10/07 J ~T
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 070976 SET: II
D PLAN REVIEWER
D FILE
PROJECT ADDRESS: 2841 Loker Ave. East
PROJECT NAME: Storage Racks for Safety Syringes
D
D
D
D
D
~
D
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building.codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contactedl· · (by: ) Fax#:
Mail Telepho Fax In Person / fl tJv,-i---
REMARKS:\1\ ire Department approval is required.@city fo field verify that the path of travel
from the ha~capped parking space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements.
By: David Yao Enclosures:
Esgil Corporation
0 GA D MB D EJ D PC 5/3
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
L
EsGil Corporation
In (J!artners.i.ip wit.i. qovernment for <Bui[aing Safety
DATE: 4/24/07 CJ PPLICANT
RIS.
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 070976 SET:I
CJ PLAN REVIEWER
CJ FILE
PROJECT ADDRESS: 2841 Loker Ave. East
PROJECT NAME: Storage Racks for Safety Syringes
D
D
D
D
D
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Scott Little 3725 Nobel Ct. Mira Loma, CA 91752
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: S~o Little
Date contacted: Lf6 /'.'d'I (by: fbi'
Mail TelephonJ ax .A"Person
REMARKS:
By: David Yao
Esgil Corporation
D GA D MB D EJ D PC
Telephone#: 951-727-0477
Fax #: f J1-7a1.,,. ()l/ lflf
Enclosures:
4/16
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
l City of Carlsbad 070976
4/24/07 ·
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad
PROJECT ADDRESS: 2841 Loker Ave. East
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 4/16
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
PLAN CHECK NO.: 070976
DATE REVIEW COMPLETED:
4/24/07
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
• Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
D Yes D No
City of Carlsbad 070976
4/24/07
Please make all corrections, as requested in the correction list. Submit three new complete sets
of plans for commercial/industrial projects (two sets of plans for residential projects). For
expeditious processing, corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering
and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all
remaining sets of plans and calculations/reports directly to the City of Carlsbad Building
Department for routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
1. Provide a rack layout plan showing the location of all racks.(a. The new 3 deep racks at
bottom of the sheet did not specify what type rack are these? Please add the information
on the plan. b. The elevation did not show which one is european pallet. (at bottom of the
sheet?)
2. Only the storage racks are included in this plan review
3. Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
4. Provide a note on the plans indicating if any hazardous materials will be stored and/or
used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E.
5. The tenant space and new and/or existing facilities serving the remodeled area must be
accessible to and functional for the physically disabled. Show a path of travel from the
handicapped parking space to the rack area and the bathrooms serving the rack area
comply with all the current disabled access requirements. Title 24, Part 2.
6. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8.
7. Indicate the clearance from the new racks to the existing building walls and building
columns.
8. Provide forklift protection per Section 2222.5.(or check the exception)
9. Sheet 21.2 of the calculation shows the type D & G exterior requires 3.5x2.75 beam.
Sheet SCE1 of 1 of the plan shows C3x3.5 beam. Conservative?
10. Sheet 31 and 32 of the calculation shows the base plate for the European rack is
8x8x.375. The plan shows 8x5x.375 plate only for this project. Please check.
City of Carlsbad 070976
4/24/07 .
Recheck the "pallet" racks as follows:
11. Recheck all connections on sheet SCE1 as follows:
a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips.
b) Provide calculations for all beam to bracket weld capacities per Section 2330
(allowable weld stress is the member thickness times 26 ksi times 1.33, or the
weld stress, whichever is lower).
c) Check the bracket maximum weak axis moment.
12. Provide calculations for the column weak axis bending plus axial for transverse seismic
loading. The axial load is the maximum compression load at the base from vertical plus
seismic overturning. The column moment will probably be maximum for the lateral load
from the base plate to the first diagonal brace (not only to the first horizontal member).
13. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
items, please contact David Yao at Esgil Corporation. Thank you.
€,
SafetySyringes, lnC:
Safety Syringes, Inc. 2875 Loker Avelllle East. Carlsbad CA. 92010
voice.760.918.9908 fax. 760.918.0565
April 11, 2007
To: City of Carlsbad
1635 Faraday Ave.
Carlsbad, CA 92008
Re: Letter of intent-High piled combustible storage information
The facility will be used for storage of plastic ·syringe assembly material in cardboard
boxes, including plastic casings, metal springs, and seals. The total percentage of plastics
will be approx. 60% stored in cardboard boxes non-encapsulated, which will be stored
with the remainder of material in racks on non-encapsulated wooden pallets.
Thank you for your assistance.
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER C. i3 07-97/.o DATE t..i-1,-0,
ADDRESS a '841 Loke"Y" Gweoue..
RESIDENTIAL (r'ENANT IMPROVEM~~
RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL
(<$10,000.00)
CARLSBAD COMPANY STORES
POOL/ SPA
VILLAGE FAIRE . . . .
RETAINING WALL COMPLETE OFFICE BUILDING
OTHER. _________________ _
PLANNER_.'r ___ rn ........ n=--J..Jl.A=---6---DATE LJ-17-07
ENGINEER ________ _ DATE __ _
...
Carlsbad ;F'ire. Department
I '> I I
BUILDING DEPT.
COPY
Plan Review Requirements Category: TI , INDUST
Reviewed by: __ 4 __ 4_, ~-Date of Report: 05-15-2007
Naine:
Address:
Permit#: CB070976
Job Naine: SAFTETY SYRINGES
Job Address: 2841 LOKER AV EAST CBAD
~M~=~~e.m:¥fl1i=llllve submitted for review is incomplete. At this time, this office cannot
adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON000203 8
Eil T@:Pfvffl'f'_f'Pfovide an automatic fire sprinkler system. Said system shall be installed in th_e
proposed rack system.
Cond: CON0002039
[NOT MET] To determine the acceptability of the proposed use CFD shall require the owner or the
person in possession or control of the building or premises to provide, without charge to the
jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a
qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the
chief and the owner and shall analyze the fire-safety properties of the design, operation or use of
the building or premises and thereon, to recommend necessary changes thereon, to recommend
necessary changes.
Cond: BP022
~fB,~at~ith Articles 1 and 81 of the California Fire Code for high-piled combustible
storage.
High piled combustible storage is storage of combustible materials of more than 500 square feet
where materials are stored over 12 feet in height from the floor to the top of the storage. For
certain high-hazard commodities, storage height over 6 feet ~vill require a permit from the fire
department.
Entry: 04/24/2007 By: GR
Cond: CON000207 4
[MET]
Action: CO Entry: 05/15/2007 By: GR Action: AP
,,
' .
*if.~
THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF
BUILDING 'PERMIT. '
THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON,
CONDITIONS IN
CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS.
THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW.
Entry: 05/14/2007 By: GR Action: AP
,_
. C~~lsµad jfire. Department
Plan Review Requirements Category: TI, INDUST
Date of Report: 04-24-2007
Name:
Address:
Permit#: CB070976
Job Name: SAFTETY SYRINGES
Job Address: 2841 LOKER AV EAST CBAD
BUILDING DEPT •
COPY
Reviewed by: ___,__I/_~_
INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot
adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review
carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded",
to this office for review and approval.
Conditions:
Cond: CON0002038
[NOT MET] Provide an automatic fire sprinkler system. Said system shall be installed in the
proposed rack system.
Cond: CON0002039
[NO:r MET] To determine the acceptability of the proposed use CPD shall require the owner or the
person in possession or control of the building or premises to provide, without charge to the
jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a
qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the
chief and the owner and shall analyze the fire-safety properties of the design, operation or use of
the building or premises and thereon, to recommend necessary changes thereon, to recommend
necessary changes.
Cond: BP022
[NOT MET] Comply with Articles 1 and 81 of the California Fire Code for high-piled combustible
storage.
High piled combustible storage is storage of combustible materials of more than 500 square feet
where materials are stored over 12 feet in height from the floor to the top of the storage. For
certain high-hazard commodities, storage height over 6 feet will require a permit from the fire
department.
Entry: 04/24/2007 By: GR Action: CO·
,.
'
s~~t~ra~ . '
l, ts
ngineering
1729 S. Douglass RD, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714A56.0066
Project: SAFETY SYRINGES
Project#: G-032807-2
Date: 04/27/07
STRUCTURAL REQUIREMENTS:
2841 LOKER AVE. EAST
CARLSBAD,CA.92010
Project #: 70976
Plan Review Responses
8. PLEASE SEE REVISED CALCULATIONS WHERE COLUMNS HAVE BEEN FOR ADEQUACY WITHOUT THE USE OF POST
PROTECTORS PER SECTION 2222.5 OF THE CBC. SEE CALC. PAGE 7.2.
9. PLEASE SEE REVISED CALCULATION PAGE 21.2 WHERE THE BEAM HAS BEEN CORRECTED TO THE STRUCTURAL
C3 X 3.5# BEAM AS REQUIRED.
10. PLEASE NOTE THAT THE EUROPEAN EXTERIOR BASE PLATE SHOULD BE AN 811 x 5" BASE AS SHOWN ON THE
DETAILS, PLEASE SEE REVISED CALCULATION PAGES 31 & 32 FOR CORRECTED BASE PLATE.
11. PLEASE Sl;E REVISED CONNECTION ANALYSIS FOR REVISION OF ANALYSIS AS REQUIRED. SEE CALC. PAGE 9.
12. PLEASE SEE REVISED CALCULATIONS WHERE COLUMN HAS BEEN CHECKED FOR WEAK AXIS BENDING PLUS
AXIAL FOR TRANSVERSE SEISMIC LOADING. SEE CALC. PAGE 7.3.
PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS.
.,
tructural
I I ng1neer1ng
1200 N. Jefferson St., Suite F
Anaheim, CA 92807
Tel: 714.632.7330 Fax: 714.632.7763
e-mail: mail@sceinc.net
Prc?)ect Name : SAFETY SYRINGES
Prqject Number: G-032807-2
Date: 04/27/07
Street Address : 2841 LOKER AVE. EAST
City/State : CARLSBAD, CA. 92010
Scope of Work: STOR,A,GE RACKS
APR 2 7 2001
,
Structural
· Concepts
~./J Engineering ~ 1729 -S. Douglass l<d. Ste B Anaheim. CA .92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYl<INGES. INC.
TABLE OF CONTENTS
1itle 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 ......................................................................... ·---······--·················
Base Plate ............................................................................................................... .
Slab on Grade ......................................................................................................... .
Pushback Rack Analysis ......................................................................................... .
11
12
13
14 to '3 "2..-
TYPE A SR-SAFETY SYRINGES Page Z.,..-of ~ 1--
Project i:t: G-032807-2
4/2/2007
Structural
· C~nc~pts
~ Engineering
·-1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project l:I: G-0321307-2
Design Data
1) The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630.2
2) Transverse braced frame steel conforms to ASTM A570, Gr.SO, with minimum strength, Fy=S0 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.SO, with minimum yield, Fy=S0 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must
provide any special inspection as. called out on plans or calculations, or as required by the ICBO report indicated herein.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shal! be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
5) The slab on grade is 5" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 1000 psf.
Definition of Comnonents
t=
1--}--
Frame
Height
~=
A ;-4 Beam
Product
. ~ .. -
Beam
Length
Front View: Down Aisle
(Longitudinal) Frame
Column
=~
Beam to Column
Connector
Base Plate and
Anchors
~::~
Section A: Cross Aisle
(Transverse ) Frame
Horizontal
Brace
Diagonal
Brace
The components herein are designed within the guidelines of the 2001 CBC and with due
regard to established industry standards set forth by the Rack Manufacturer's Institute.
Building official .must approve final submitted design.
TYPE A SR-SAFETY SYRINGES "'1/2/2007
S-i-ructural
·C;nc~p-ts
~ Engineering .
-~ 1729 S. Douglass Rd. Ste B Anaheim. CA 92B06 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC. Project :ii: G-032807-2
Configuration & Summary: TYPE A SINGLE ROW
T
96"
180" t
84"
J
~ '
Seismic Zone # Bm Lvls
4(Na=1.0) 2
Tlong=0.27 sec/ Tshort=0.15 sec
Component
Column Fy=50 ksi
Column Backer None
Beam Fy=50 ksi
Beam Connector · Fy=50.ksi
Brace-Horizontal Fy=50 ksi
Brace-Diagonal Fy=50ksi
Base Plate Fy=36 ksi
Anchor 2 per Base
Slab
Level I Load
~er Level BeamSpcg
1 2,000 lb 84.0in
2 96.0in
Notes
TYPE A SR-SAFETY SYRINGES
180"
108" .f'-42" -,.j
Frame Depth!Frame Height! # Diagonals Beam Length I Frame Type
42in I 180.0 in I 3 108in I Single Row
Description STRESS
LMT LM20/3x3xl 4ga P=2075 lb, M=l2231 in-lb 0.52-0K
None None N/A
LMT LBF404/4"deepx2.75"x0.075" Lu=108in I capacity:43371b/pr 0.46-0K
Lvl 1: 3 pin OK I Mconn=10913 in-lb I Mcap=l6922 in-lb 0.64-0K
lMf 1-1/2x1-1/4x14ga 0.14-0K
lMf 1-1/2x1-1/4x14ga 0.45-0K
8x5x0.375 I Fixity= 0 in-lb 0.19-0K
0.5" x 3.375" fmbed RAMSET REDHEAD 1RUBOL T ICBO ESR 2251 No Inspection (T =955 lb) 0.07-0K
5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure
Brace
56.0 in
56.0 in
56.0in
Total:
I Story Force I Story Force
Transv Longit.
2361b 961b
5051b 2061b
741 lb 3021b
Paqe c( of ~ 2.-
Column
f Axrat
2,075 lb
1,038 lb
0.29-0K
Column I Conn. Beam
Moment Moment Connector
12,231 "# 10,913 "# 3 pin OK
4,942 "# 4,798 "# 3pin OK
4/2/2007
Structural
·c;nc~pts
~-/J Engineering
·--~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC.
Seismic Forces Configuration: TYPE A SINGLE ROW
Lateral analysis is performed with regard to sections 2228.5.2 and 1630.2 of the 2001 CBC
Base shear is highest of: 1) Cv*I*W/(R*T*1.4) (EQ 304) <= 2.5*(a*I*W/(R*1.4) (Eq 30-5)
2) 0.ll*ca*I*W/1.4 (Eq 30·6)
3) 0.8*Z*Nv*I*W/(R*1.4) (Eq 30-7) 4) 1.5%*(DL+LL) (Sec 2228.3.2)
Transverse {Cross Aisle) Seismic Load
T = Ct*{H)°-75 =
VEQ 30-4= 0.693
VEQ3Q-6= 0.035 .
Base Shear Coeff= 0.1786
Level
1
2
LL
2,000 lb
2,000 lb
Longitudinal (Downaisle) Seismic Load
T=(Ct)*hA0.75= 0.27 sec
VEQ 30-4= 0.302
VEQ 30-6= 0.035
Base Shear Coeff= 0.1403
Level
1
2
LL
2,000 lb
2,000 lb
TYPE A SR.-SAFETY SYRINGES
0.15 sec Ct-transv= 0.020
<= VEQ3o-s= 0.1786 V222s.3.2.= 0.015
VEQ3o-7= 0.033 n-transv= 1
Vtransv= Base Shear Coeff * (ZDL + :ELL/n-transv)
= 0.1786 * (150 lb + 4000 lb/1)
= 741fb
LL/{n-transv) DL
2,000 lb 75 lb
2,000 lb 75 lb
4,000 lb 1501b
hi
84in
180in
W=4150lb
Ct-long= 0.035
<= VEQ3o-s= 0.1403 V222s.J.2.= 0.015
wi*hi
174,300
373,500
547,800
Vlong= Base Shear Coeff * (:EDL + :ELL/n-long)
= 0.1403 * (150 lb + 4000 lb/2)
LL/(n-long
1,000 lb
1,000 lb
2000 lb
= 3021b
DL
75lb
751b
1501b
hi
84in
180in
W=2150 lb
Page 7.--of j i,.
wi*hi
90,300
193,500
283800
Project j:;: G-032807-2
I= 1.0
Seismic Zone 4, Z= 0.4
ca= o.44
Na= 1.0
Cv= 0.64
Nv= 1.0
(Transverse) R= 4.4
R Fi*hi
235.8 lb
505.2 lb
19,807-#
90,936-#
741 lb
(Longitudinal ) R= 5.6
n-long= 2
R
96.1 lb
205.9 lb
3021b
1=110,743
4/2/2007
Structural
·c~nc~pts
~/J Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim, CA .92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC.
Downaisle Seismic Loads Configuration: 1YPE A SINGLE ROW
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 302 lb
Typical fume macle
Ttibutaryatea oftwocolumns
of,ackti-amc X,.-----Vcol=Vlong/2= 151 lb
Fl= 96Ib.
F2= 206 lb
F3= 0 lb
~ ~ ~ f ~
Seismic Story Moments
Mbase-max= O in-lb <=== Default capacity
Mbase-v= (Vcol*hleff)/2
.... ________ ,,,
Conceptual System
h1-eff= h1 -beam clip height/2
= 81 in
= 6,116 in-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= O in-lb
M 1-1= [Vcol * h1eff]-Mbase-eff
= (151 lb * 81 in)-0 in-lJ:>
= 12,231 in-lb
M 2-2= [Vcol-(F1)/2] * h2
= [151 lb -103 lb]*96 in/2
= 4,942 in-lb
Project~: G-032807-2
h2
h1 h1eff
11 Mseis= (Mupper+MIOWer)/2
Mseis(l-1)= (12231 in-lb+ 4942 in-lb)/2
= 8,586 in-lb
Mseis(2-2)= (4942 in-lb+ o in-lb)/2
= 2,471 in-lb
Beam to Column Elevation
LEVEL
1
2
hi
8410
96in
TYPE A SR-SAFETY SYRINGES
Axial Load
2,075 lb
1,038 lb
Summary of Forces
Column Moment Mseismic Mend-fixity Mconn Beam Connector
12,231 in-lb 8,586 in-lb 2,327 in-lb 10,913 in-lb 3 pin OK
4,942 in-lb 2,471 in-lb 2,327 in-lb 4,798 in-lb 3pin OK
Page (r of 3 1,..--4/2/2007
Structural
·c;nc~pts
~..;j Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project#: G-O328O7-2
Column Configuration: TYPE A SINGLE ROW
Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Section Properties
Section: lMT LM20/3x3x14ga
Kx= 1.2
y----+----y 3,000 in
Aeff = 0.643 inA 2
Ix= 1.130 inA4
Sx = 0.753 inA3
rx = 1.326 in
.Qf= 1.67
E= 29,500 ksi
Iy = 0.749 inA4
Sy = 0.493 inA 3
ry = 1.080 in
Fy= 50 ksi
Cmx= 0.85
Lx = 84.0 in
Ky= 1.0
Ly= 56.0 in
Cb= 1.0 l 0.075 in _J_
~0.75in
Loads
Axial=P= 2,075 lb Moment=Mx= 12,231 in-lb (Column stresses @ Level 1)
Axial Analysis
Kxl.x/rx = 1.2*84"/1.326"
= 76.0
Fe= nA2E/(Kl/r)maxA2
= 50.4ksi
Pn= Aeff*Fn
= 24,1741b
P/Pa= 0.16
Bending Analysis
> 0.15
KyLy/ry = 1 *56"/1.08"
= 51.9
Fy/2= 25.0 ksi
Qc= 1.92
Check: P/Pa + (Cmx*Mx)/(Max*µx) !> 1.33
P/Pao + Mx/Max !> 1.33
Pno= Ae*Fy Pao= Pno/Qc
Fe> Fy/2
Fn= Fy(l-Fy/4Fe)
= 50 ksi*[l-50 ksi/(4*50.4 ksi)]
= 37.6ksi
Pa= Pn/Qc
= 24174 lb/1.92
= 12,590 lb
Myie!d=My= Sx*Fy
= 0,643 jnA2 *50000 psi
= 32,150 lb
= 32150lb/1.92
= 16,745 lb
= 0.753 inA3 * 50000 psi
= 37,650 in-lb
Max= My/.Qf
= 37650 in-lb/1.67
= 22,545 in-lb
µx= {1/[1-(Qc*P/Pcr)]}A-1
= {1/[1-(1.92*2075 lb/32380 lb)J}A-1
= 0.88
Combined Stresses
Per= nA2EI/(KL)maxA2
= nA2*29500 ksi/(1.2*84 in)A2
= 32,380 lb
(2075 lb/12590 lb)+ (0.85*12231 in-lb)/(22545 in-lb*0.88) =
(2075 lb/16745 lb)+ {12231 in-lb/22545 in-lb)=
0.69
0.67
< 1.33, OK
< 1.33, OK
lYPE A SR-SAFElY SYRINGES
(EQ CS-1)
(EQ CS-2)
4/2)2007
St~tu.ra~ , .
VonEts ~--4 ngineering
• ~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Project: SAFETY SYRINGES INC. Project#: G-032807-2
Column-Exposed Post Check
Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Check post protector requirement of 2001 CBC Sec 2222.5
Section Properties
Loads
Section: 3x3x14 ga
Aeff = 0.643 inA2
Ix= 1.130 inA4
Sx = 0.753 inA3
rx= 1.326 in
Qf= 1.67
E= 29,500 ksi
Axial=P= 2,.075 lb
Axial Analysis
Kxlx/rx = 1.7*84"/1.326"
= 107.7
Fe= n"'2E/(KL/r)max"2
= 25.lksi
Pn= Aeff*Fn
= 16,142 lb
P/Pa= 0.25
Bending Analysis
Iy = 0.749 in"'4
Sy= 0.493 in"'3
ry= 1.080 in
Fy= 50 ksi
Cmx= 0.85
width= 3.000 in
depthl= 3.000 in
thickl= 0.075 in
Moment=Mx= 0 in-lb
> 0.15
Kyly/ry = 1*56"/1.08"
= 51.9
Fy/2= 25.0 ksi
Qc= 1.92
Check: P/Pa + (Cmx*Mx)/(Max*µx) :$ 1.33
P/Pao + Mx/Max $ 1.33
Pno= Ae*Fy Pao= Pno/Qc
= 0.643 in"2 *50000 psi
= 32,150 lb
= 321501b/l.92
= 16,745 lb
Kx = 1.7
Lx= 84.0 in
Ky= 1.0
Ly= 56.0 in
Cb= 1.0
Fe> Fy/2
Fn= Fy(1-Fy/4Fe)
= 50 ksi*[l-50 ksi/(4*25.1 ksi)]
= 25.1 ksi
Pa= Pn/Qc
= 16142 lb/1.92
= 8,407 lb
Myield=My= Sx*Fy
= 0.753 in"3 * 50000 psi
= 37,650 in-lb
Max= My/Qf Per= n"2EI/(KL)max"'2
= 37650 in-lb/1.67
= 22,545 in-lb
µx= {1/[1-(Qc*P/Pcr)]}"-1
= {1/[1-(1.92*2075 lb/16134 lb)]}"-1
= 0.75
-Combined Stresses
= n"2*29500 ksi/(1.7*84 in)"'2
= 16,134 lb
(2075 lb/8407 lb) + (0.85*0 in-lb)/(22545 in-lb*0.75) =
(2075 lbf16745 lb) + (0 in-lb/22545 in-lb) =
0.25
0.12
< 50%, OK per sec. 2222.5
No Post Protector Required
<1ge ... 7 o . l_
St~tu~al_ . .
Vonj:;ts
-~ ngineering ~ 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOBS. Project: SAFETY SYRINGES Project#: G.{)32807-2
umn
Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads.
Section Properties
Loads
Section: 3x3x14 ga
Aeff = 0.643 in"2
Ix= 1.130 in"4
Sx = 0.753 in"3
rx = 1.326 in
Qf= 1.67
E= 29,500 ksi
Cb= 1.0
Kx = 1.7
Ky= 1.0
Movt= 127,354 in-lb
Frame Depth= 42 in
Seismic Axial=Pv= Movt/d
= 3,032 lb
-Axial Analysis
KxLx/rx = 1.7*84"/1.326"
= 107.7
Fe= n"2E/(KL/r)maxA2
= 25.lksi
Pn= Aeff*Fn
= 16,1421b
P/Pa= 0.61
Bending Analysis
> 0.15
Iy = 0.749 in,,..4
Sy = 0.493 in" 3
ry = 1.080 in
Fy= 55 ksi
Cmx= 0.85
width= 3.000 in
depthl= 3.000 in
thickl= 0.090 in
Lx= 84.0 in
Ly= 56.0 in
t--3.0" --t
T 3.0" 14ga
l t---t--0.75"
V -..
Ttansvetse Elevation
Static Axial=Ps= 2,075 lb
Ptotal=P= 5,107 fb
V= 741 lb
h= 6 in
Kyly/ry = 1*56"/1.08"
= 51.9
Fy/2= 27.5 ksi
Qc= 1.92
Moment=My= V*h
Fe< Fy/2
Fn= Fe
= 4,446 in-lb
= nA2E/(KL/r)maxA2
= 25.1 ksi
Pa= Pn/Qc
= 16142 lb/l.92
= 8,4071b
Check: P/Pa + (Cmy*My)/(May*µy) :f 1.33
P/Pao + My/May :f 1.33
Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sy*Fy
h
= 0.643 inA2 *55000 psi
= 35,365 lb
= 353651b/1.92
= 18,419 lb
= 0.493 jnA3 * 55000 psi
= 27,115 in-lb
May= My/Qf
= 27115 in-lb/1.67
= 16,237 in-lb
µx= {1/[1-(Qc*P/Pcr)]},,..-1
= {1/[1-(1.92*5107 lb/16134 lb)J}A-1
= 0.39
Combined Stresses
Per= n"2EI/(KL)maxA2
= nA2*29500 ksi/(1.7*84 in)A2
= 16,134 lb
(5107 lb/8407 lb)+ (0.85*4446 in-lb)/(16237 in-lb*0.39) =
(5107 lb/18419 lb)+ (4446 in-lb/16237 in-lb)=
1.20
0.55
< 1.33, OK
< 1.33, OK
Page 7,, of -~ '2-
(EQ C5-1)
(EQ C5-2)
Structural
·Concepts·
~;j Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim, CA .92806 Tel: 714.456.0056 Fax: 714.456.0066
By. BOB Prqject: SAFETY SY!<INGES, INC. Project l:i: G-032807-2
Beam Configuration: TYPE A SINGLE ROW
The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added
to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 of the 2001 CBC
The impact ioad on the beam is addressed by including the impact Factor r.a" in the determination of the beam center bending stress.
Section Properties
Beam Member= LMf LBF404/4"deepx2.75"x0.075"
Beam at Level= 1
Beam Type= Formed
Ix= 2.050 inA4
Sx= 0.948 inA3
Length=L= 108.0 in
LU= 108.0 in
Beam Weight= 4.0 lb/ft
Thickness= 0.075 in
Beam Shape= Step
t--2.750 inl
. tt.875in 1-T ,.,oo,,
4.000in -1-
Impact Factor (a)=f1-(25%/2)]= 0.875 l 0.075in
~ Loads
% End Rxity= 25 %
0 = 0.25
Mcenter= B*(wL A2f8)
= 0.832*(wL A2/8)
Mends= 0*Mmax(fixed ends)
= (wL A2/12)*0.25
= 0.0208*WL A2
Fb= 0.6 * Fy
= 30,000 psi
Coeff B= 0.104/0.125
= 0.832
Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends)
= wL "2/8 -(0.25 * wL "2/12)
= wLA2/8 -wLA2/48
= 0.104*wLA2
Fy= 50,000 psi
Fb-eff= 30,000 psi
Live Load/Pair= 2,000 lb Dead Load/Pair= ( 4 lb/ft) * 2 * 108 in/12
= 721b
Dist Load=w= 9.6 lb/in
Bendin
Mcenter= 0.104 * wL"2
= 11,636 in-lb
M= 11,636 in-lb
fb= (M/Sx)/a
= 14,028 psi
Bending Capcity= 4,337.lb/pair
Deflection
Defl-allow=L/ 180
Mends= 0.0208*wL"2
= 2,327 in-lb
fb/Fb= 14028 psi/30000 psi
0.47 <= 1.0, OK
<=== Critical
Defl= B * [5wL A4/(384*E*Ix)J
= 0,600 in = [5*9.6 lb/in*(108 in)"4/(384*29.5x10"6 psi * 2.05 in"4)J*0.832
0.234in
Deflection Capacity= 5,241 lb/Pair
Allowable load per beam pair= 4,337 lb
TYPE A SR-SAFETY SYRINGES Page Y of ?:, ')...-
<= 0.6 in, OK
4/2/2007
Structural c:; . ~ ts ' '
~-ngineering ~ ~729 S. Douglass Rd. Ste B Anaheim, CA 92B06 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC.
3 Pin Beam to Column Connection TYPE A SINGLE ROW
Mconn max= 10,913 in-lb Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in · Fy= 50,000 psi
Ashear= (0.438 in)"2 * Pi/4
= 0.1507 in"2
Pshear= 0.4 * fy * Ashear
= 0.4 * 50000 psi* 0.1507in"2
= 3,014 fb
Bearing Capacity of Pin
Per thei996 A1SI Cold Formed steel Manual, Sec E3.3:
tcol= 0.075 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbealing= alpha * Fu * diam * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 lb < 3014 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 in"3 * 0.66 * Fy
= 4,191 in-lb
Pclip= Mcap/(1.667 * d)
C*d= Mcap = 1.667
= 4191 in-lb/(1.667 * 0.5 in)
= 5,028 lb
Thus, Pl= 2,135 lb
Mconn-allow= [Pl *4.5"+P1 *(2.5"/4.5")*2.5"+Pl *(0.5" /4.5")*0.5"]*1.33
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]*1.33
= 16,922 in-lb > Mconn max, OK
TYPE A SR-SAFETY SYRINGES Page 1, of ) 2---
Fy= 50,000 psi
Sclip= 0.127 in"3
d= E/2
= 0.50 in
Project i=I': G-032807-2
4/2/2007
Structural
·ca.nc~pts
~/J Engineering
--~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tef: 714.456.0056 Fax: 714.456.0066
By: BOB Pr,aject: SAFETY SYRINGES. INC.
Transverse Brace Configuration: lYPE A SINGLE ROW
Section Properties
Diagonal Member= LMT 1-1/2x1-1/4x14ga
Area= 0.278 inA 2
r min= 0.405 in
Horizontal Member= LMT 1-1/2x1-1/4x14ga
r-1.sooin4 Fy= 50,000 psi
K= 1.0
Qc= 1.92 ··RT 0.075 in ro in
Area= 0.278 inA2
r min= 0.405 in
Fy= 50,000 psi
K= 1.0
Frame Dimensions
Diagonal Member
Bottom Panel Height=H= 56.0 in
Frame Depth=D= 42.0 in
Column Width=B= 3.0 in
V=Vtransv= 741 Jb
Ldiag= [(D-B*2)A2 + (H-6n)A2]A1/2
= 61.6 in
Pmax= V*(ldiag/D)
= 1,087 lb
Pn= AREA*Fn
=-0.278 inA2 * 12585 psi
= 3,499 lb
Pallow= Pnf .Q
= 3499 lb /1.92
= 1,8221b
aear Depth=D-B*2= 36.o in
XBrace= NO
SINCE Fe<Fy/2,
(kl/r)= (k * Ldiag)/r min
= (1 x 61.6 in /0.405 in )
= 152.1 in
Fe= piA2*E/(kf/r)A2
= 12,585 psi
Fn= Fe
= 12,585 psi
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.075 in
Project #: G-032807-2
-,
l=======l l
Typical Panel
Configuration
Weld capacity= 0.75 * tmin * L * Fu * 1.33/2,5
fa/Fa= 0.60
Horizontal brace
Pmax=V= 741 lb
(kl/r)= (k * l.horiz)/r min
= (1 x 42 in) /0.405 in
= 103.7 in
SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 26,916 psi
fa/Fa= 0.19
1YPE A SR-SAFETY SYRINGES
<= 1.33 OK
<= 1.33 OK
Fe= piA2*E/(kf/f)A2
= 27,075 psi
Pn= AREA*Fn
= 0.278in"2*26916 psi
= 7,483 lb
Page /0 of ,!> '2,..----
4,875 lb OK
Fy/2= 25,000 psi
Pallow= Pn/Qc
= 7483 lb /1.92
= 3,897 lb
4/2/2007
S-i-ructural
Ca~ceots
~~ Engineering
_ ~ 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project#: G-032807-2
Anchors Configuration: TYPE A SINGLE ROW
Check overturning per section 2228.7.1 of the 2001 CBC
Loads
Vtrans=V= 741 lb
Dl../Frame= 150 lb
U/Frame= 4,ooo lb
Wst=(0.9*DL+U/n)total= 4,135 lb
. LL@ TOP= 2,000 lb
DL/Lvl= 75 lb
Frame Depth,;,D= 42.0 in
Htop-lvl= 180.0 in
# Levels= 2
n-transv= 1
DL *0.90= 68 lb # Anchors/Base= 2
n= 1
T
Lateral Ovt Forces=E(Fi*hi)= 110,743 in-lb
Fully Loaded rack SIDE ELEVATION
Vtrans= 741 lb
Movt= I(R*hi)*l.15 Mst= Wst. * D/2 T = (Movt-Mst)/D
= 110743in-lb * 1.15
= 127,354 in-lb
= 4135 lb* 42 in/2
= 86,835 in-lb
= (127354 in-lb -86835 in-lb)/42 in
= 9651b
Top Level Loaded Only
Critical Level= 2
Anchor
Vtop= 2.S*ca*I(DL +LL@top/n-transv)/(R*l.4)
= 0.1786 * (75 lb+ 2000 lb/1)
= 371 lb
Mst= 0.9*(DL-total + Lltop/n) *D/2
= (2000 tb/1 + 67.5 lb*2) * 42 in/2
= 44,835 in-lb
Hgt @ Lvl 2= 180.0 in
Movt= Vtop*Htop*l.15
= 370.595 lb* 180 in* 1.15
= 76,713 in-lb
T= (Movt-Mst)/D
= (76713 in-lb-44835 in-lb)/42 in
= 7591b
Check (2) 0.5" x 3.375" Embed RAMSET REDHEAD TRUBOLT anchor(s) per base plate.
Special inspection is not provided per ICBO ESR 2251.
Fully Loaded:
Top Level Loaded:
Pullout capacity=Tcap= 1,935 lb
Shear capacity=Vcap= 2,965 lb
Tcap*Phi*S= 2,574 lb
Vcap*Phi*S= 3,943 lb
L.A. City Jurisdiction? NO
Phi= 1.33
Spacing Coeff=S= 1.0
(483 lb/2574 lb)l'l.66 + (185 lb/3943 lb)Al.66 =
(380 fb/2574 lb)Al.66 + (93 lb/3943 Jb)Al.65 =
1YPE A SR-SAFETY SYRINGES Page ( / of ~ 2..----
0.07
0.04
<= 1.0 OK
<= 1.0 OK
4/2/2007
Structural
·ca.nc~pts
~,;;;? Engineering ~ 1729 S. Douglass Rd, Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By; BOB Project: SAFETY SYRINGES, INC.
Base Plate Configuration: TYPE A SINGLE ROW
Section
Baseplate= 8 x 5 x 0.375
Eff Wiclth=W = 8.00 in
Eff Depth=D = 5.00 in
Column Wiclth=b = 3.00 in
Column Depth=dc = 3.00 in
L = 2.50 in
Plate Thickness=t = 0.375 in
Down Aisle Loads
P = 2,075 lb
Axial stress=fa = P/A = P/(D*W)
= 52 psi
a= 3.00 in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi
Mbase=Mb = 0 in-lb
Ml= wLA2/2= fa*LA2/2
= 162 in-lb
MomentStress=fb = M/S = 6*Mb/f(D*BA2]
= 0.0 psi
Moment Stress=fb2 = 2 * fb * L/W
= 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
S-plate = (l)(tA2)/6
= 0.023 inA3/in
fb/Fb =; Mtotal/[(S-plate)(Fb)]
= 0.19 OK
Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2]
= -934 lb No Tension
TYPE A SR-5AFl:1Y SYRINGES
M2= fbl*LA2)/2
= O in-lb
Mtotal = Ml+M2+M3
= 162 in-lb/in
Fb = 0.75*Fy*1.33
= 35,910 psi
Tallow= 1,164 lb
Page / l, of .3 v
Project#: G-032807-2 .
Downaisle Elevation
OK
4/2/2007
Structural
·C;ncepts
~ Engineering
·· 172.9 S. Douglass Rd, Ste B Anaheim, CA .92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC. Project#: G-032807-2
Slab on Grade Configuration: TYPE A SINGLE ROW
The slab is designed per UBC 1922 to carry the puncture stress of the post as wen as the upward soil reaction from the soil .
j..-c
y
L
SLAB ELEVATION
Base Plate
B= 8.00 in
D= 5.00 in
Load Case 1: Product + Seismic
Product DL= 75 lb
Product LL= 2,-000 lb
Puncture !Section 1922.5, Eqtn 22-9
width=a= 3.00 in
depth=b= 3.00 in
... ·.·.·.·.·.·.~··· . . . • • • • . . • . . . slab ~-... -.. .. . . . .. . . . . . . . .
r:
. . . . . . . . . . . : . f ____ a __ 7 ___ ! . : ..
••• 1 [J 1 ••• -:-:
1
o.-: b e •••• .. • .. • t I .... • •
·:·:-:-: : .cross:
• • ----·c ----J ·Aisle . .. . ..... . .D . . ·.··r · · · · · · · · · · · ·1····· ·· •••• •• !i)· •• ••••• ·• B • •• ·•• •• ....... .
• • • : -: -: • : • : -: • • • • • : Down Aisle · ·
Baseplate Plan View
Concrete
fc= 2,000 psi
tslab=t= 5.0 in
phi=0= 0.65
Soil
fsoil= 1,000 psf
Movt= 127,354 in-lb
Frame depth= 42.0 in
eff. baseplate width=c= 8.00 in
eff. baseplate depth=e= 5.00 in
P-seismic=E= (Movt/Frame depth)*l.4
= 4,2451b
Pse=DL+LL+E/1.4= 5,107 lb
(Strength Design Loads)
Pu= 1.1 *(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.1, EQ 12-5) Fpunct= 2.66*phi*sqrt(fc)
= 6,969 lb = 77.3 psi
Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct)
= 230.0 jnA2 = 0.39 < 1.33 OK
Slab Bending !Per UBC 1922.7.2.
Asoil= {Pse*144)/(fsoil) L= (Asoil)"0.5 y= (c*e)A0.5 + t*2
= 735 inA2 = 27.11 in = 16.3 in
x= (L-y)/2 M= w*xA2/2 S-slab= l*t"2/6
= 5.4in = (fsoil*x"2)/(144*2) = 4.17in"3
Fb= S*(phi)*(fc)"0.5/1.4 = 101.0 in-lb fb/Fb= M/(S-slab*Fb)
= 104.0 psi (Sec 1922.5.1) = 0.233 < 1.33,OK
Load Case 2: Static Loads
PDL= 751b PLL= 2,000 lb Ps= DL+LL
= 2 075 lb ,
Puncture !Section 1922.5, Eqtn 22-9
Pu= 1.4*PDL + 1.7*PLL (Sec 1909.2.1, EQ 9-1) Fpunct= 2.66*phi*sqrt(fc)
= 3,505 lb = 77.3 psi
Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct)
= 230 inA2 = 0.20 < 1.0OK
Slab Bending !Per UBC 1922.7.2
Asoil= (Ps*144)/(fsoil) L= (Asoil)"0.5 y= (c*e)"0.5 + t*2
= 299 jnA2 = 17.29 in = 16.3 in
X= (L-y)/2 M= w*x"2/2 S-slab= l*t"2/6
= 0.5in = (fsoil*x"2)/(144*2) = 4.17 in"3
Fb= S*(phi)*(fc)"0.5/1.7 = 0.8in-lb fb/Fb= M/(S-slab*Fb)
= 85.0 psi (Sec 1922.5.1) = 0.002 < 1.0,OK
TYPE A SR-SAFETY SYRINGES Page (j of ,.3 2,---4/2/2007
Structural
. C~nc~~s
. ~~ Engineering
• -~ 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763
PUSHBACK RACK ANALYSIS
Structurai
·c~nc~pts
~ Engineering
··· · 1729 S_ Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: 808 Project: SAFETY SYRINGES, INC. Project :ii: G-032807-2
Design Data
1) The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630.2
2)Transverse brac-ed frame steel conforms to ASTM A570, Gr.50, with minimum strength, Fy=50 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.SD, with minimum yield, Fy=SO ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Instai!cr rnus:
provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein.
4) All welos shall conform t;o AWS pro;;w1_1~, 1).ti!izlng E70l()( !?,lt;!ctrQ,:i~ or ~imil;:;;r, A!I. :;;._1c.h w,;;[(i:; ;;i'i;:;;ll bi:: i)i;:ifc;;rmE(i
in.shop, with rio field welding 2ll0wed other than those supervised by a licensed deputy inspector,
5) The slab on grade is 5" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 1000 psf.
A-~ Column
,-,I / Beam +1 n _ .. / 1 n n ! -M , ll d _ _l
I F~; 1 Ji-~
~
! [l1:', ,I
__.. Oe:.7:11 L.U [Q;Llffii:
Connector
:=r~ff~t=-~1'1·.·-·.·.1 ..... , r ~·/,.;_-; Heigm: 1. __ •
1
• t-·-~.~-~ tse3m 1
j' 1' . ' • • • • • • J Spacing r--1 Bc:5,:-Fiat;;; .=inri , m,ccc j , . • • . , , / I
L
II [ · · ' · ' · · -j f · -: · · · ' · IJ /; {, j j 1i
1
i' "·""'o--e }-,y1 I I I j ·~ r 1 .,., .. ,
h r, i ~1-1·
l'I Beani Ill 1 I , -,;::;f-----{:,,.,l I ,, i
j jj Lc:rigti", JU___J_il i j'i V 1i I t .~ ~· ~ ~ -= ~1 !l C
Front View: Down Aisle
(Lonoitur:fo"1an Frarne
Height
Horizontai
Diagonal
Brace
jli 1!
ll ~-t... .. .,,--, .:-.,..,.-.-.~~:-,i.,--7"',ts 1--i~~-c ... {n ~rc.i Qcc1,"1r1orj 0\AJH,.hin tho autrlolhJµ~ r~f tho ?rtni ,(61~i'f~ ~';'·vi :\;HJt}-\ n, 1P 11 :; -; :;.,..._,. -:.... ........ ,; ,-1r._.,;: 1'"--: P t ~I ......,t~ 1 U ,_ ~...111'::f 1~~ ;r•,n~. Hl ~ ~ -.M ~~,._H~ .~...,t -'-1', 4..: 1"'--~"VV J.. ~_,.,._ -;..;:_; j~ ~'.' ~..._-,; 1 ~~-t,..,..
~a! _______ _i .i..---L-L.i--L-....J ;_....i. ___ ._ ____ ,L __ _.J ___ _; ___ .._ ,c __ J..L L __ .•. ..;, __ !') __ ;_ :nA ____ ,C_--1.. _______ 1_ -;-__ ..i..:!.i.---.i....-
iii IJ Building official rnust ctpprovc find/ ~..:.ubu1i j,_ -( ,_ :._ . !.,_;: ..
=========-=---= -~·o,-~·--~--·-····· -.-: -,=-··----~----·---· .••
,--:: ------,: ,,.,
~I
ii
Structural
Co~ce~s
~-/J Engineering
-~ 1729 S. Douglass Rd. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project#: G-032807-2
Configuration & Summary: TYPE D&.G PUSHBACK EXTERIOR
T
86"
180" t 180"
88"
I -_, .
~-r--100" ---~
Seismic Zone #BmLvls
4 (Na=1.0) 2
Tiong=0.26 sec/ Tshort=0.15 sec
Component
Column Fy=S0 ksi
Column Backer None
Beam Fy=50 ksi
Beam Connector Fy=50 ksi
Brace-Holizontal Fy=S0 ksi
Brace-Diagonal Fy=50ksi
Base-Plate Fy=36 ksi
Anchor 2 oerBase
Slab
Level
,P~el BeamSpcg
1 1,600 lb 88.0in
2 1,600 lb 86.0in
Frame Depth! Frame Height/ # Diagonals Beam Length I Frame Type
38in I 180.0 in I 3 108in I Intrconnected
Description
LMT LM20/3x3x14ga P=1675 lb, M=10455 in-lb
None None
Struc C3x.3.5 w/(2) front to back brace(s) Lu=35.6 in I Capacity: 36301b/pr
Lvl 1: 3 pin OK I Mconf!=8492 in-lb I Mcap=16922 in-lb
LMT 1-1/2x1-1/4x14ga
LMT 1-1/2xl-1/4x14ga
8x5x0.375 I Rxity= o in-lb
0.5" x 3.375" Embed RAMSET REDHEAD TRUBOL T ICBO ESR 2251 No Inspection (T =O lb)
5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure
Brace
56.0in
56.0in
56.0in
I Story Force f Story Force
Transv Longit.
1051b 831b
2081b 1631b
Total: 313 lb 246 lb
Column f Axial
1,675 lb
8381b
Column I Conn.
Moment Moment
10,455 "# 8,492 "#
3,513 "# 3,265 "#
STRESS
0.42-OK
N/A
0.44-OK
0.5-OK
0.05-OK
0.19-OK
0.16-OK
0-OK
0.17-OK
Beam
Connector
3 pin OK
3pin OK
I REAR EXTERIOR BEAMS CONSIST OF LBF354 BEAM, SAME LOADS, SEE CALCS FOR ANALYSIS. -----~ Notes
TYPE D¢G ext-SAFETY SYRINGES Page / {,, of ·3, '1--4/2/2007
j
S-i-ruc-rural
Co~ce~-i-s
~;;j Englneering .
-~ 1729 S. Douglass. l<d. Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC. Project#: G-032807-2
Configuration & Summary: TYPE D&.G PUSHBACK INTERIOR *
Seismic Zone
4{Na=1.0)
Tiong=0.26 sec / Tshort=0.15 sec
Cc-rr-.po;;ent
Co!umn
Column Backer
Beam
Beam Connector
Braes-Horizontal --.
, ... r,;·;•r<T' ,111.,_,,,_,
S!ab
1 '
T
86"
180" t
88"
J
T V 56" + \ 80" 56'' t \
V 56"
l--
~r
I
~
--r--11s" ---~ ,fe3s" -,.J
# Bmlvts Frame DepthJFrame Height! # Diagonals Beam Length I Frame Type
2 38 in I 180.0 in I 3 118in I Intrconnected
Description l STRESS
Fy=50 ksi LMT LM20/3x3x14ga P=3275 lb, M=11975 in-lb I 0.63-OK
None None None ! N/A
Fy=50 ksi Li'vlT LBF454/4.5"deepx2.75"x0.075" Lu=1:t8 in ! Capacity: 4605 lb/pr l 0.69-OK
P-;=50 ksi Lvl 1: 3 ptn OK I Mconn=12.574 in-lb I 1J1cap=1692.2 u1-1b ! U.74-'0K
ry=50-kst LMT 1-1/2x1-1/4xJ4ga l CL1-0K -.. . ' --Q .. _jn-Or-..
Fv=-3-5 ksi Fndty= 8000 in-!b 0.74-0K
r';:ao,e ( 7 ot 3 't. 41!.!cJJUI
----4-~½_-~ 172.9 S. poua\a5s f-211_ St.a .B Anaheim, CA .92806 Te~: ~/14.456.0056 Fax: 7i4.456.0066
, .. .-., ., ... ,.,,,.,. , ...... ,.,,,.,
Larerai anaiysis ls perrormed wfrh regard to sections 2228.5.2 and 1630.2 ofrhe 2001 CBC.
Bese shear is highest of: 1) Cv*I*\A//(R~T*l.4) (EQ 30-4) <= 2.5*Ca*I*\AJ/{R*1.4) (Eq 30-5)
··n n 1 ·nkr-::.*TiK\/il/1 ,.t.1 1.:::.~ '2f'l ... t:\
VfQ30-7:::::. G.GJ:i 11-trCiiSV..,:;; 2
v1:rattsw:,; Base. Sfrt,-1n· Cneff ~-(>:D-L + >:f C/t·1-tnH1~v}
= 0-1"186"' !i50 lh 4-6400 !hf:11
I= 1.0
CV.; G.64
_____ L_-e_VP=J __ ~ _____ LL ____ ~-~ Ll/{n-tra~sy) ~y-DL -=~-~--h_i ~-----·-'ll=*=h=i ~=~--~-F_i _______ fi_J*_·h_.i _ ___,,
1 3f200 ib 11600 lh 75 Jt, 88 fn 1471-400 200 .. 9 ib 17,579-#
3,200 lb
LL ---------------~-~------.. 1 3,200 lb
7 1.700 lh 1/iOO lh
3 ~00 lb
150lb
::: 0.1403 ,r (15u II:;+ G400 tt,/ :')
751h
15Dlb
BB in
17-4in
W=3350 ib
438,650
i47140C
;,g1.4so
438,850
5981b
(LongiturJinal ) R==-5.6
117.1 lh
47Ulb
.-.. , ~~. u
· .... --
:Z:=86,775
~ -~ ;I uC:L,d ~: ·~ \....#oncepts -' -C:nglneerlng
172.9 S~ Doug\ass Rd. Ste B Anaheim, CA 92806 Tel: 714_456_0056 FC!.,·C "?}Lf--456.0066
By: BOB Projec-r: SAFETY SYl<INGES, INC.
D6term1ne tne-story' moments by app:ying porra: analysis~ The. base piatc. 1s assurnec1 to provide pan:inl fixity.
\/long= 470 ib
Vcoi=Vlong/2= 235 lb
F.!.=
FZ= 312 lb
F3= (J {b
-. ---·--~ . ...-;. .. -· ·---·_,_..,_ ••· .. ··--· .. ~ •• --...,:i....,,______ --
f..::--. . '-----------
Front-View
hl-eff= h1 ,.. beam clip h::lght/2
-= 85 in
Proje::, ,:::;_ G-032807-2
Typ;ai no;m: :n,;4-;
Dtiwa cola:r,;;s: .,,...._,,.
t -------------...
lop "i..iicw
= 9/i5S in-ib "i/~O:
MbaSE:-ei,-Minimum of Mbasc-m&:< ,md Moo:.:;c-v
= a.non in-111
i, ., ... ~ i ;. ... ,,., :.:-
-= ii,975 in-tb
.... . .. . ·-~ I '11.!:!~..'1":I l""i•/1\JIJ'Jl~I }.! ;_
I • • ... ~.· •., -•
=: 6,7to in-lb
fvJseis(2-2)= (6710 rn-ib + o rn-Jb)/2
T I n2 r ;
8aan1 to Colurnn Bevation
!-·--------~--.. -·----··-· .. -·--.
L,.,..,...._ .•.••
--·---------------------.---'------.-----------------------------------,
:: c=,.f-EL hl
-· .. ··-. ";;-;: .... ·-~~ .... ,;-,-;::: .:;,,~.~;:..' ... ::: ;-::.,,,, .. ._..;:...;.
:\:--<1;;;1i L:Jad
3.77.5 lb
0~-1=~-:;:: n.-r -:::-u ... r--es ------------------------------------~ Colurnn Mornent.
i 1.175 ln-lb
t:: --:r. :., ::
'"':' t\l "' "'
Mseismic
9.3~3 in-lb
-::-':"""""r" :.-:~-. ·"':·'·'·' "' "·'
Mend-fixity Mconn
3.23:J in-lb
.:; p;:; o+~
'c_.---·-. -----------c·-··---------------------------------------
17 ,,,::,,· ........... ,
~-"'-••. •,, __ ,
~ 11 LJ\J1L!1 \.A( ·r
\..--""' ancepts
,-,=.::::-------7
--:i _..J!";; ~ .. ..-.ng:neenng ~,::_ ,i'
-----:::7 ~729 S~ Dv1.n-1:u::)~ Rd, Ste B Anahelm, CA 92806 Tei: 714.456.0056 Fax: 714.456.0066
Sy: BOB ProJect: SAFETY SYi<l~~GES, INC. Project J:;: G-032807-2
Column Configuration: TYPE D&G PUSHBACK INTERIOR
Conforms ro the requirements of Cnaprer C5 cf ma 1996 AlSI Coid Formed Sceei Design rv;anuai for como;ned bending and ax1ai foads.
Section: LMT I.M20/3x3x14ga
Sx = 0.753 ,nr-.3
rx = 1.326 in
2f= :Lt7
Iy = D.749 inA4
Sy = 0.493 in''·3
1y = 1.080 in
Fy= 50 ksi
Cmx= C.f5
Kx = 1.2
Lx = 55.0 in
Ky= 1.0
Ly= 56.0 in
Cb= ~)J
(Corumn stresses@ le\ret l)
KxLx/rx = 1.2*88"/1.326"
;:; 79,6
= 45.91<'.si
P/Pa= > Q.15
Pno= Ae*Fy
= 0.643 inAZ *50000 psi
= 32,150 lb
KyLy/ry = 1*56"/1.08"
Fy/2:= 25:l} ksi
= {l/[l-(l.92~3275 {b/2:9SG3 lb)]}-~ -1
= 0.79
Pao= Pno/.Qc
= 32150lb/ 1. 92
= 15,745 lb
= 29,503 lb
(3275 lb/12185 lb)+ (0.85*11975 in-lb)/(22545 in-lb*0.79) =
(3275 lb/l.6745 lb) + (U97;;i in-lb/22545 in-JI;>) =
0.84
Fe> Fy/2
Fn= Fy{l-Py/4Fe)
36.4-Ksi
= 12,185 lb
Myield=My= Sx*Fy
< 1.33, OK
= 0,753 irJA3 :k 50000 p$[
= 37,650 in-lb
(EQ CS-1)
(EQ C5-2)
Structural
·co~c~pts
~ Engineering ··----V 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC. Project tt: G-032807-2
Beam Configuration: TYPE D&G PUSHBACK INTERIOR
The beam to column connection is assumed to provide partial end fixity for the beam frame. 1 ne end moment ca1cu;ateo nerein 1s aaaea
to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 of the 2001 CBC
Tne imp<ici: io<1d on the beam is addressed by inciuding the Impact i=aci:or "a'' in the determination of the beam center bending stress.
Bending
Beam Member= LMT LEF454/4.5"C:,eepx2.75",.-0.075"
Beam at Level= 1
Ix= 2.753 in-"4
Sx== 1.141 in,...,_3
Length=L= 118.0 in
Lu= 118Jl in
"io End Fixit'{= 2.0 %
Mcenter= 6*(wL-" 2(8)
= 0.864*(wL A2/8)
f-"iends= 0*Mmax{fixed ends)
= {wL -"2/12)*0,2
= O.Ol67~WL"2
Fb= 0.6 * Fy
= :;io:ooo 9si
Fb-eff= 30,-000 psi
Live LoadjPair= 3,:zoo ib
Mcenter= 0.108 * wL"2
= 20,$94 in-lo
M= 20,894 in-lb
fb= (M/Sx)/a
Defl-allOW=L/ 180
= 0 .. 656 H1
Be.::;m Weight= 4.0 !b/ft
Thitk.nas~ D.D75 in
£earn Shape= Step
= 0.864
Mcenter= Mcenter(sirn9Ie enos}-0*F"fcenter(fixoo end$)
= wU'2!8-(0.2 * wL A2/12)
= wLA2/8 -wL-"2/60
= 0.108 * wLA2
Dead Load/Pair= (4 lb/frJ .,.. 2 ~ i18 in/12
Mends= 0.0167*wL-"2
= J;23l in-Ip
fb/Fb= 20928 psi/30000 psi
G.70
Def!= !3"' [SwL "4/(384"'E*Ix)]
0.373 in <= 0.656 in, OK
Dist Load=w= 13.9 !b/ln
A1lowabfe load per beam pair= 4,605 Ji;
Page J /./of } -i....--
Structural
·co~c~pts
~ Engineering ~ 1729 S. Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC .. Project#: G-032807-2
Beam Configuration: TYPE D&G PUSHBACK EXTERIOR
The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added
to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 of the 2001 CBC
The impact load on the beam is addressed by induding the Impact Factor "a" in the determination of the beam center bending stress.
Section Properties
Loads
Beam Member= Struc C3x3.5
Beam at Level= 1 Beam Weight= 4.0 lb/ft:
Thickness= 0.130 in
Beam Shape= Channel
Beam Type= Structural
Ix= 1.475 inA4
Sx= 0.983 inA3
Length=L= 108.0 in
Lu= 35.6 in
d/Af= 8.78
Impact Factor (a)=[l-(25%/2)]= 0.875
% End Rxity= 20 %
0= 0.2
Mcenter= B*(wLA2/8)
= 0.864*(wlA2f8)
Mends= 0*Mmax(fixed ends)
= (wl A2f12)*Q.2
= 0.0167*wL A2
Fb= 0.6* Fy
= 30,000 psi
Fb-eff= 30,000 psi
CoeffB= 0.108/0.125
= 0.864
Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends)
= wlA2/8-(0.2 * wlA2/12)
= wLA2/8 -wLA2/60
= 0.108 * wLA2
Fy= 50,000 psi
Fb' = 12,000/(lu*d/Af)
= 12,000/(35.6*8.78)
= 38,392 psi
Live Load/Pair= 1,600 lb
Mcenter= 0.108 * wLA2
= 9,751 in-lb
Dead Load/Pair= ( 4 lb/ft) * 2 * 108 in/12
= 721b
Dist Load=w= 7.7 lb/in
Bendin
M= 9,751 in-lb
fb= (M/Sx)/a
= 11,337 psi
Bending Capcity= 4,328 lb/ pair
Deflection
Defl-allow=L/ 180
= 0.600in
Deflection Capacity= 3,630 lb/Pair
Mends= 0.0167*wLA2
= 1,508 in-lb
fb/Fb= 11337 psi/30000 psi
= 0.38 <= 1.0, OK
Deft= 6 * [SwLA4/(384*E*Ix))
= [5*7.7 lb/in*(lOS in)A4/(384*29.5x10A6 psi * 1.475 in/\4)]*0.864
= 0 .. 271 in <= 0.6 in, OK
<=== Critical
Allowable load per beam pair= 3,630 lb
lYPE DtG ext-SAFElY SYRINGES 4/27/2007
Structural ·c· ... ts
ngineering
729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Prqject: SAFE1Y SYRINGES, INC.
3 Pin Beam to Column Connection lYPE D&G PUSHBACK INTI:R!OR
Mconn max= 12,574 ln-lb Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in Fy= 50,000 psi
Ashear= (0.438 in}''2 * Pi/4
= 0,1507 jnA2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 50000 psi* 0.1507inA2
= 3,014 lb
Bearing Capacity of Pin
Per thei9% AlSI Cold Formed Steel Manual, Sec E3.3:
tcol= 0.075 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * diam * tcot/Omega
= 2.22 * 65000 psi * 0.438 in * 0.075 ln/2.22
= 2,135 lb < 3014 lb
Moment capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in
C= Pl+P2+P3 ttlip= 0.18 in
= Pl +Pl *(2.5"/4.5'1+P1 *(0.5"/4.5")
= 1.667 * P1
Mcap= Sclip * Fbending
= 0.127 in"3 * 0.66 * Fy
= 4,191 in-lb
Pclip= Mcap/(1.667 * d)
C*d= Mcap = 1.667
= 4191 in-lb/(1.667 * 0.5 in)
= 5,028 lb
Thus, Pl= 2,135 lb
Mconn-allow= [Pl *4.5"+P1 *(2.5"/4.5")*2.S"+Pl *(0.5"/4.5")*0.5"]*1.33
= 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"]*1.33
= 16,922 in-lb > Mconn max, OK
TYPE DtG /Nt-5AFETY SYRINGES Page t!)}-of J-'L-
Fy= 50,000 psi
Sclip= 0.127 inA 3
d= E/2
= 0.50 in
Project :1:1: G-032807-2
4/2/2007
•
Structural
·c;nc~pts
~ Engineering
··· 1729 S. Douglass Rd, Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project#: G-032807-2
Transverse Brace
Section Properties
Diagonal Member= LMT 1-1/2x1-1/4x14ga
Area= 0.278 inA2
r min= 0.405 in
Configuration: 1YPE D&G PUSHBACK INTERIOR
Horizontal Member= LMT 1-1/2x1-1/4x14ga
r-1.500 in-, r1.SOOin4
Py= 50,000 psi
K= 1.0
Qc= 1.92 R loin
j_
Area= 0.278 inA2
r min= 0.405 in
Py"' 50,000 psi
K= 1.0 R JSOin
J_
.Frame Dimensions
Bottom Panel Height=H= 56.0 in
Frame Depth=D= 38.0 in
Column Width=B= 3.0 in
Diagonal Member
V=Vtransv= 598 lb
Ldiag= [(D-B*2)A2 + (H-6")A2]A1/2 ·
= 59.4in
Pmax= V*(Ldiag/D)
= 9351b
Pn= AREA*Fn
"" 0.278 JnA2 * 13529 psi
= 3,761 lb
Pallow= Pn/Q
= 3761 lb I 1.92
= 1,9591b
fa/Fa= 0.48
Horizontal brace
Pmax=V= 598 lb
(klfr)= (k * Lhoriz)/r min
= (1 x 38 in) /D.405 in
= 93.8 in
SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe)
= 31,113 psi
fa/fa= 0.13
TYPE Dil:G 1Nt-5AFETY SYRINGES
<= 1.33 OK
<= 1.33 OK
Clear Depth=D-B*2= 32.0 in
XBrace= NO
SINCE Fe<Fy/2,
Fe= piA2*E/(kl/r)A2
= 33,091 psi
Pn= AREA*Fn
(kif r)= {k * Ldiag)/r min
= (1 x 59.4 in /O,<l05 in )
= 146.7in
Fe= piA2*E/(kf/r)A2
= 13,529 psi
Fn= Fe
= 13,529psi
Check End Weld
Lweld= 2.5 in
Fu= 65 ksi
tmin= 0.075 in
~0~1 I I
Typical Panel
Configuration
Weld capacity= 0.75 * tmin * L * Fu * 1.33/2,5
4,875 lb OK
fy/2= 25,000 psi
Pallow= Pn/Qc
= 0,278inA2*31113 psi
= 8,649 lb
= 8649 lb /1.92
= 4,505 lb
-i
l
Page JJ of )"'l.--4/2/2007
Structural
·c~nc~pts
~ Engineering
-1729 S. Douglass Rd, Ste B Anaheim, CA .92806 Te!: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC.
Anchors Configuration: TYPE D&G PUSHBACK INTERIOR
Check overturning per section 2228.7.1 of the 2001 CBC
Loads
Vtrans=V= 598 lb
DL/Frame= 150 lb.
LL/Frame= 6,400 lb
Wst=(0.9*DL+LL/n)total= 6,535 lb
LL@ TOP= 3,200 lb
Dl/Lvl= 75 lb
DL *0.90= 68 lb
Lateral Ovt Forces='E(Fi*hi)= 86,775 in-lb
Fully Loaded rack
Vtrans= 598Ib
Frame Depth=D= 38.0 in
Htop-lvl= 174.0 in
# Levels= 2
n-transv= 2
. # Anchors/Base= 2
n= 1
Project l:l:: G-032807-2
--,,<---1-11,-. V
T
SIDE ELEVATION
Movt= i:(R*hi)*l.15 Mst= Wst * D/2 T= (Movt-Mst)/D
= 86775in-lb * 1.15
= 99,791 in-lb
= 6535 lb * 38 in/2
= 124,165 in-lb
= (99791 in-lb-124165 in-lb)/38 in
= -641 lb No Uplift
Top Level Loaded Only
Critical Level= 2
Anchor
Vtop= 2.5*Ca*I(DL +LL@top/n-transv)/(R* 1.4)
= 0.1786 * (75 lb+ 3200 lb/2)
= 299Ib
Mst= 0.9*(DL-total + Lltop/n) *D/2
= (3200 lb/1 + 67.5 lb*2) * 38 in/2
= 63,365 in-lb
Hgt @ Lvl 2= 174.0 in
Movt= Vlnp*Htop*l.15
= 299.155 lb * 174 in * 1.15
= 59,861 in-lb
T = (Movt-Mst)/D
= (59861 in-lb -63365 in-lb)/38 in
= -92 lb No Uplift
Check (2) 0.5" x 3.375" Embed RAMSET REDHEAD TRUBOLT anchor(s) per base plate.
Special inspection is not provided per ICBO ESR 2251.
Fully Loaded:
Top Level Loaded:
Pullout capacity= Tcap= 1,935 lb
Shear capacity=Vcap= 2,965 lb
Tcap*Phi*S= 2,574 lb
Vcap*Phi*S= 3,943 lb
L.A. City Jurisdiction? NO
Phi= 1.33
Spacing Coeff=S= 1.0
(150 Jb/3943 lb)"l.66 =
(0 lb/2574 lb)Al.66 + (75 lb/3943 lb)"l.66 =
1YPE D$G INt-SAFETY SYRINGES Page rJ'f of )'1.-
0.00
0.00
<= 1.0 OK
<= 1.0 OK
4/2/2007
Structural
. C~nc~pts
~ Engineering
--1729 s_ Douglass Rd, Ste B Anaheim, CA .92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC.
Base Plate Configuration: TYPE D&G PUSHBACK INTERIOR
Section
Baseplate= 8 x 5 x 0.375
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 Toickness=t = 0.375 in
Down Aisle Loads
a= 3.00in
Anchor c.c. =2*a=d = 6.00 in
N=# Anchor/Base= 2
Fy = 36,000 psi
P = 3,275 lb Mbase:::;Mb = 8,000 in-lb
Axial stress=fa = P/A = P/(D*W)
= 82 psi
Moment Stress=fb = M/S = 6*Mb/{(D*BA 2J
= 150.0 psi
Moment Stress=fbl = fb-fb2
= 56.3 psi
M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L A 2
= 195 in-lb
S-plate = (1)(tA2)/6
= 0.023 inA3/in
fb/Fb = Mtotal/[(S-plate)(Fb)]
= 0.74 OK
Tanchor = (Mb-(P*0.9)(a))/I(d)*N/2]
= -140 lb No Tension
TYPE Dil:G INt-SAFETY SYRINGES
Ml= wLA2/2= fa*LA2/2
= 256 in-lb
Moment Stress=fb2 = 2 * fb * L/W
= 93.8 psi
M2= fbl*LA2)/2
= 176 in-lb
Mtotal = Ml +M2+M3
= 627 in-lb/in
Fb = 0.75*Fy*1.33
= 35,910 psi
Tallow= 2,574 lb
Project#: G-032807-2
Downaisle Elevation
OK
4/2/2007
S-i-ructura1
·c~nc~p-rs
~ Engineering
·-1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Pr«iect: SAFElY SYRINGES, INC. Project :l:i: G-032807-2
Slab on Grade Configuration: TYPE D&G PUSHBACK INTERIOR
The slab is designed per UBC 1922 to carry the puncture stress of the post as well as the upward soil reaction from the soil .
. . . . . . . . . . . . . . 9<::. . . . .••••••••.•• slab ~-. . . . .. . . . . . . . .. .. . . . ~r:· · .. · . . .. ...
,. . . -----------. .. • .. • 1 •• ·.·.·. : [Ja7 : .·.·. -:-:
1
~. ! b e •••
,. • • .. I I .. • • •
-:-:-:-: : .cross :
• • ----·c ----· ·Aisle .. .. .. ......
Concrete
fc= 21000 psi
tslab=t= 5.0 in
phi=0= 0.65
Soil t X -,_,. -Ly--
·a .. . ·.··r ....... -...... ,.·.· .. · · ..... !I'.· ... ·.·. B •·• · •.• •• ·t ... . .. .. . ............ ' .. .
•. •• •. ·. •• •• •. • • ,Down Aisle
fsoil= 11000 psf
Movt= 99,791 in-lb
Frame depth= 38.0 in
SLAB ELEVATION
Base Plate
B= 8.00 in
D= 5.00 in
Load case 1: Product + Seismic
width=a= 3.00 in
depth=b= 3.00 in
Baseplate Plan View
eff. baseplate width=c= 8.00 in
eff. baseplate depth=e= 5.00 in
Product DL= 75 lb
Product LL= 31200 lb
P-seismic=E= (Movt/Frame depth)*l.4
= 3,6771b
(Strength Design Loads)
Pse=DL+LL+E/1.4= 5,901 Jb
Puncture !Section 1922.5, Eqtn 22-9
Pu= 1.1 *(1.2PDL + 1.0PLL + 1.0*E) (Sec 1612.2.1, EQ 12-5) Fpunct= 2.66*phi*sqrt(fc)
= 7,663 lb = 77.3 psi
Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/ (Apunct*Fpunct)
= 230.Q jnA2 = 0.43 < 1.33OK
Slab Bending I Per UBC 1922.7.2
Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)A0.5 + t*2
= 850 jnA2 = 29.15 in = 16.3 in
X= (L-y)/2 M= w*x.A-2/2 S-slab= l*tA2/6
= 6.4 in = (fsoil*XA2)/(144*2) = 4.17inA3
Fb= 5*(phi)*(fc)A0.5/1.4 = 142.9 in-lb fb/Fb= M/(S-slab*Fb)
= 104.0 psi (Sec 1922.5.1) = 0.330 < 1.33,OK
Load case 2: Static Loads
PDL= 751b PLL= 3,200 lb Ps= DL+LL
= 3,275 lb
Puncture !Section 1922.5, Eqtn 22-9
Pu= 1.4*PDL + 1.7*PLL (Sec 1909.2.1, EQ 9-1) Fpunct= 2.66*phi*sqrt(fc)
= 5,545 lb = 77.3 psi
Apunct= [(c+t)+(e+t)J*2*t fv/Fv= Pu/(Apunct*Fpunct)
= 230 in/\2 = 0.31 < 1.0OK
Slab Bending I Per UBC i922.7.2
Asoil= (Ps*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)A0.5 + t*2
= 472jnA2 = 21.72in = 16.3 in
X= (L-y)/2 M= w*xA2/2 S-slab= 1 *t" 2/6
= 2.7in = (fsojl*X/\2)/(144*2) = 4.17 jnA3
Fb= S*(phi)*(fc)A0.5/1.7 = 25.2 in-lb fb/Fb= M/(S-slab*Fb)
= 85.0 psi (Sec 1922.5.1) = 0.071 < 1.0,OK
TYPE DI/CG 1Nt-5AFETY SYRINGES Page Zt:> of :J'Z--4/2/2007
Structural
·co~ce~s
~;j Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714_456.0066
By: BOB Project: SAFETY SYl<INGES. INC. Project#: G-032807-2
Configuration.&. Summary: TYPE E&H PUSHBACK EXTERIOR
~ T
86''
180" t
88"
cl
Seismic Zone #Bmlvls
4(Na=1.0) 2
llong=0.26 sec/ Tshort=0.15 sec
Component
Column Fy=50 ksi'
Column Backer None
Beam Fy=SO ksi
Beam Connector Fy=50 ksi
Brace--Horlzontal Fy=50ksi
Brace-Diagonal Fy=SO·ksi
Base Plate Fy=36ksi
Anchor 2 per Base
Slab
Level I Load
Per Level BeamSpcg
1 1,600 lb 88.0in
2 1,600 lb 86,0in
180"
108"
Frame Depth!Frame Height! # Diagonals Beam Length I Frame Type
54in I 180.0 in I 3 108in I Intrconnected
Description
LMT LM20/3x3x14ga P=1675 lb, M=10455 in-lb
None None
Struc C3x3.5 w/(2) front to back brace(s) Lu=35.6 in I capacity: 3630 lb/pr
Lvl 1: 3 pin OK I Mconn=8492 in--lb I Mcap=16922 in--lb
LMT 1-1/2x1-1/4x14ga
lMT 1-1/2xl-1/4x14ga
8x5x0.375 l Fixity= o in-lb
0.5" x 3.375" Embed RAMSET REDHEAD 1RUBOLT ICBO ESR 2251 No Inspection (T=O lb)
5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure
Brace
56.0 in
56.0in
56.0in
I Story Force I Story Force
Transv Longit.
105 lb 831b
2081b 1631b
Total: 313 lb 246 lb
Column I Axial
1,675 lb
8381b
Column f Conn.
Moment Moment
10,455 "# 8,492 "#
3,513 "# 3,265 "#
STRESS
0.42-0K
N/A
0.44--0K
0.5-0K
0.1-0K
0.21-0K
0.16-0K
0-0K
0.16-0K
Beam
Connector
3 pin OK
3 pin OK
Notes I REAR EXTERIOR BEAMS CONSIST OF LBF354 BEAM, SAME LOADS, SEE CALCS FOR ANALYSIS. 1-------'
TYPE E$H ext-SAFETY SYRINGES Page ?,,7 of :n .. 4/2)2007
•
.-
Structural
·ca~c~pts
~/J Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES. INC. Project :J:t: G-032807-2
Configuration & Summary: TYPE E&.H PUSHBACK INTERIOR
T
86"
180'' t
88"
J
'
Seismic Zone #BmLvls
4(Na=l.O) 2
Tlong=0.26 sec/ Tshort=0.15 sec
Component
Column P.;=50 ksl
Column Backer None
Beam Fy=SO ksi
Beam Connector Fy=50 ksi
Brace-Horizontal Fy=SO ksi
Brace-Diagonal . Fy=50 ksi
Base Plate Fy=36ksi
Anchor 2 per Base
Slab
Level I Load
Per Level BeamSpcg
1 3,200Jb 88.0 in
2 3,200 lb 86.0 in
Notes
TYPE Elf:H !Nt-SAFETY SYRINGES
180"
108"
Frame DepthfFrame Height! # Diagonals Beam Length I Frame Type
48in I 180.0 in I 3 108in I Intrconnected
Description STRESS
LMf LM20/3x3x14ga P=3275 !b, M=19975 in-lb 0.92-0K
None None N/A
LMf LBF454/4.S"deepx2:7S"x0.075" Lu=108in I capacity: 5041 lb/pr 0.63-0K
Lvl 1: 3 pin OK I Mconn=16294 in-lb I Mcap=16922 in-lb 0.96-0K
LMT 1-1/2x1-1/4x14ga 0.15-0K
LMf 1-1/2xl-1/4x14ga 0.38-0K
8x5x0.375 I FJXity= 0 in-lb 0.3-0K
0.5" x 3.375" Embed RAMSET REDHEAD 1RUBOLT ICBO ESR 2251 No Inspection (f =0 lb) 0-0K
5" thk x 2000 P,Si slab. 1000 psf Soil Bearing Pressure
Brace
56.0in
56.0in
56.0in
Total:
I Story Force I Story Force
Transv Long it.
201 lb 1581b
3971b 312lb
5981b 4701b
Page ~ of }"'l-
Column I Axial
3,275 lb
1,638 lb
0.31-0K
Column I Conn. Beam
Moment Moment Connector
19,975 "# 16,294 "# 3 pin OK
6,710 "# 6,306 "# 3 pin OK
4/2/2007
I
..
•
,.., "t
Structural
·CC:nc~pts '
~/} Engineering
-~ 1729 S. Douglass Rd, Ste 8 Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project i:i: G-032807-2
Configuration &. Summary: TYPE f PUSHBACK EXTERIOR
' T
86"
180" t
88"
' J
'
Seismic Zone # BmLvls
4(Na=1.0) 2
Tiong=0.26 sec/ Tshort=0.15 sec
Component
Column ·Fy=50ksi
Column Backer .None
Beam Fy=50 ksi
Beam Connector Fy=50 ksi
Brace-Horizontal Fy=50ksi
Brace-Diagonal Fy=50 ksi
Base Plate fy=36 ksi
Anchor 2 per Base
Slab
Level I Load
Per Level BeamSpcg
1 1,600 lb 88.0in
2 1,600 lb 86.0in
T I
56" + 180" -56"·-. --+ 56"
L
108" .}-54" ~ +
Frame Depth! Frame Height! # Diagonals Beam Length I Frame Type
54in I 180.0 in I 3 108in _., Single Row
Description
LMT LM20/3x3x14ga P=1675 lb, M=10455 in-lb
None None
Struc C3x3.5 w/(0) front to back brace(s) Lu=81 in I capacity: 2500 lb/pr
Lvl 1: 3 pin OK I Mconn=8862 in-lb I Mcap=16922 in-lb
LMT 1-1/2xl-1/4x14ga
LMT 1-1/2:x1-1/4x14ga
Bx 5x0.375 I Fixity= o in-lb
-0.5" x 3.375" Embed 'RAMSET REDHEAI;) TRUBOLT ICBO ESR 2251 No Inspection (T=241 lb)
5" tnk x 2000 psi slab. 1000 psf Soil Bearing Pressure
Brace
56.0 in
56.0 in
56.0in
I Story Force I Story Force
Transv Longit.
201lb 831b
3971b 1631b
Total: 598 lb 246 lb
Column I Axial
1,675 lb
8381b
Column I Conn.
Moment Moment
10,455 "# 8,862 "#
3,513 "# 3,635 "#
STRESS
0.42-0K
N/A
0.64-0K
0.52-0K
0.19-0K
0.4-0K
0.16-0K
0.01-0K
0.2-0K
Beam
Connector
3 pin OK
3 pin OK
Notes !REAR EXTERIOR BEAMS CONSisr OF LBF354 BEAM, SAME LOADS, SEE CALCS FOR ANALYSIS. 1-------'
TYPE 2 deep pb ext-SAFETY SYRINGES Page 2'( of .3--i.-4/2/2007
•
"' )
Structural ·c;nc~pts
~ Engineering
-~ 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Project: SAFETY SYRINGES, INC. Project#: G-0.32807-2
Configuration & Summary! TYPE F PUSHBACK INTERIOR $
,.
T
86"
180" t
88"
.I -
Seismic Zone #BmLvls
4{Na=1.0) 2
1long=0.26 sec/ Tshort=0.15 sec
Component
Colurpn Fy=SO ksi
Column Backer None
Beam Fy=50 ksi
Beam Connector Fy=SD ksi
Brace-Horizontal Fy=50 ksi
Brace-Diagonal Py=50 ksi
Base Plate fy=36ksi
Am:hor 2 per Base
Slab
Level I Load
Per Level BeamSpcg
1 3,200 lb 88.0 in
2 3,200 lb 86.0 in
Notes
TYPE 2 deep pb 1Nt-5AFETY SYRINGES
T
56" + 180" 56" + 56"
1-
108" }-54" -,,J ,r
Frame Depth!Frame Height! # Diagonals ~mLength I Frame Type
54in I 180.0 in I 3 108in I Single Row
Description STRESS
LMT LM20/3x3x14ga P=3275 lb, M=11975 in-lb 0.63-0K
None None N/A
LMT LBF404/4udeepx2.75"x0.075" Lu=108in I capacity: 4350 lb/pr 0.74-0K
Lvl 1: 3 pin OK I Mconn=13018 in-lb I Mcap=16922 in-lb 0.77-0K
lMT 1-1/2x1-1/4x14ga 0.37-0K
LMT 1-1/2x1-1/4x14ga 0.78-0K --8 xs x0.375 I Fixity= 8000 in-lb 0.74-0K
0.5'' x 3.375" Embed RAMSET REDHEAD TRUBOLT ICBO ESR 2251 No Inspection (T=500 lb) 0.03-0K
5" thk x 2000 psi slab. 1000 psf Soil Bearing Pressure
Brace
56.0in
56.0 in
56.0 in
I Story Force I Story Force
Transv Lon git.
3931b 1581b
7771b 3121b
Total: 1,170 lb 4701b
Paqe JU of ;,,"?.-
Column I Axial
3,275 lb
1,638 lb
0.39-0K
Column I Conn. Beam
Moment Moment Connector
11,975 "# 13,018 "# 3 pin OK
6,710 "# 7,030 "# 3 pin OK
4/2/2007
Structural
·co~c~p-ts
~;j Engineering
. -~ 1729 S. Douglass Rd. Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By: BOB Projec::t: SAFETY SYRINGES, INC. Pr'!)ect #: G-032807-2
Configuration & Summary: TYPE EUROPEAN PALLETS EXTERIOR
T
84"
120" t
T \ 54" \ t 120"
8'' 54"
_I l
--r 56" ,r ,}-54" -,,j ~
Seismic Zone # Bmlvls Frame Depth! Frame Height! # Diagonals Beam length I Frame Type
4 (Na=l.0) 2 54in I 120.0 in I 2 56in I Single Row
llong=0.16 sec/ Tshort=0.09 sec ... Component Description STRESS
Column Fy=50 ksi I.MT LM20/3x3x14ga P=538 lb, M=3110 in-lb 0.13-OK -Column Backer None None None N/A
Beam Fy=50 ksi Struc C3x3.5 w/(0) front to back brace(s) Lu=42in I capacity: 8605 lb/pr 0.12-OK
Beam Connector Fy=50 ksi Lvl 1: 3 pin OK I Mconn=2360 in-lb I Mcap=16922 in-lb 0.14-OK
Brace-Horizontal Fy=50 ksi I.MT 1-1/2x1-1/4x14ga 0.12-OK -Brace-Diagonal Fy=50 ksi I.MT 1-1/2xl-1/4x14ga 0.24-OK
Base Plate -·----. Fy=36 ksi 8x5x0.375 I Fixity= O in-lb 0.1-OK
Anchor 2 per Base OS x 3.375" Embed RAMSET REDHEAD TRUBOLT ICBO ESR 2251 No Inspection (T =0 lb) 0-01<
Slab 5" thk x 2000 psi slab. 1000 psf .Soil Bearing Pressure 0.1-OK
Level I Load I Story Force I Story Force Column I Column I Conn. Beam
Per Level BeamSpcg Brace Transv Long it. Axial Moment Moment Connector
1 1,000 lb 8.0 in 54.0in 311b 131b 1,075 lb 403 "# 2,360 "# 3 pin OK
2 1,000 lb 84.0in 54.0in 3531b 1481b 5381b 3,110 "# 2,159 "# 3 pin OK
Total: 3841b 1611b
Notes
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TYPE EURPEAN PALlfl EXT-SAFETY SYRINGES Page 3\ of '"3 2-4/27/2007
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Struc;;tL,Jral
Concepts
~/} Engineering
-~ 1729 S. Douglass l<d, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066
By. BOB Project: SAFETY SYRINGES, INC. Project l:*: G-032807-2
Configuration &. Summary: TYPE EUROPEAN PALLETS INTERIOR
-I T ' T \ I
84" 54"
t t 120" 120"
J
8" 54" I
_l l --~ ' r-r -56" ----,}
Seismic Zone #Bmlvls Frame Depth I Frame Height! # Diagonals Beam Length I Frame Type
4 (Na=l.0) 2 54in I 120.0 in I 2 56in I Single Row
llong=0.16 sec/ Tshort=0.09 sec
Component Description STRESS
Column Fy=SO ksi LMT LM20/3x3x14ga P=1038 lb, M=5834 in-lb 0.24-0K
Column Backer None None None N/A
Beam Fy=50 ksi LMf LBF354/3.5"deepx2.75"x0.075" Lu=56in I capacity: 6987 lb/pr 0.29-0K
Beam Connector Fy=50 ksi Lvl 1: 3 pin OK I Mconn=4480 in-lb I Mcap=16922 in-lb 0.26-0K
Brace-Horizontal Fy=SO ksi LMT 1-1/2xl-1/4x14ga 0.23-0K
Brace-Diagonal Fy=SO ksi LMT 1-1/2xl-1/4x14ga 0.47-0K
Base Plate Fy=36ksi 8x5x0.375 I Rxity= 0 in-lb 0.19-0K
Anchor 2 per Base 0.5" x 3.375" Embed RAMSET REDHEAD TRUBOLT ICBO ESR 2251 No Inspection (f =0 lb) 0.01-0K
Slab S? thk x 2000 psi· slab. 1000 psf Soil Bearing Pressure 0.2-0K
Level I Load I Story Force f Story Force Column I Column I Conn. Beam
Per Level B~mSpcg Brace Transv Longit. Axial Moment Moment Connector
1 2,000 lb 8.0 in 54.0in 591b 241b 2,075 lb 755 "# 4,480 "# 3 pin OK
2 2,000 lb 84.0 in 54.0in 6821b 2781b 1,038 lb 5,834 "# 4,103 "# 3 pin OK
Total: 741 lb 3021b
Notes
lYPE EURPEAN PALLET INT-SAFElY SYRINGES Page J z_ of 3 2--4/27/2007
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