HomeMy WebLinkAbout1890 RUTHERFORD RD; ; CB013369; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
11-21-2601 Commercial/Industrial Permit Permit No: CB013369
Building Inspection Request Line (760) 602-2725
Job Address: 1890 RUTHERFORD RD CBAD
Permit Type: TI Sub Type: INDUST
Parcel No: 2121203500 Lot #: 0 Status: ISSUED
Valuation: $2,000.00 Construction Type: NEW Applied: 10/24/2001
Occupancy Group: Reference #: Entered By: JM
Project Title: BREEZECOM - RELOCATE EXIST Plan Approved:
11/21/2001
PALLET RACKS
Applicant:
HOLLLINGSWORTH RUSS
6221 YARROW DRIVE
CARLSBAD CA 92008
760-931-5456
Issued: 11/21/2001
Inspect Ar87 11/21/01 0002 01 02 Owner: COP 38.91 DIVERSIFIED CARLSBAD 47&48 L L C
4330 LA JOLLA VILLAGE DR #110
SAN DIEGO CA 92122
Total Fees: $63.91 Total Payments To Date: $25.00 Balance Due: $38.91
Building Permit $38.13 Meter Size
Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00
Plan Check $24.78 Meter Fee $0.00
Add'I Plan Check Fee $0.00 SDCWA Fee $0.00
Plan Check Discount $0.00 CFD Payoff Fee $0.00
Strong Motion Fee $1.00 PFF $0.00
Park Fee $0.00 PFF (CFD Fund) $0.00
LFM Fee $0.00 License Tax $0.00
Bridge Fee $0.00 License Tax (CFD Fund) $0.00
BTD #2 Fee $0.00 Traffic Impact Fee $0.00
BTD #3 Fee $0.00 Traffic Impact (CFD Fund) $0.00
Renewal Fee $0.00 PLUMBING TOTAL $0.00
Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00
Other Building Fee $0.00 MECHANICAL TOTAL $0.00
Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00
Meter Size Sewer Fee $0.00
Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00
Red. Water Con. Fee $0.00 Additional Fees $0.00
TOTAL PERMIT FEES $63.91
FINAL PPR VAL
Inspecto? Date: 9,1Z - - Clearance:
NOTICE: Please take NOTIC that approval of your project includes the'Imposition" of fees, dedications, reservations, or other exactions hereafter collechvely.
referred to as 'lees/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 capactiy
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 limitations has previously otherwise expired.
FOR OFFICE USE ONL
PLAN CHECK NO._________
EST. VAL. ___________________ ..J. Plan Ck. DepoJI.
ValidatedBv...JV1&.
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
Address (include Bldg/Suite #)
/7q 74'a iE.b Business Name (at this address)
Legal DescriPti ,r. '.5 2. Lot No, Subdivision Name/Number Unit No. i./ Phase No. Total,# of units
Assessor's Parcel 1q
,. ?
"Is
/ ( pxin)e 9fc/2o 2rsLiO1
25-00
Description of Work SQ. FT. # tori # of Bed6o'ms # Bathrooms
LC0NTACTPERS0 . tcomi :._
Name (4 55 ó'I-/ 4.4 Cit(4 State/Zip Telephone #f3/ Fax #
3 APPUCANT OcLi
Name " Address - City, ft State/Zip. Telephone '#
IJ(_.a-JV F4(1 -, -v
:Name L/ Address City State/Zip Telephone #
(Soc. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's Licinse Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Pqpfessions Code] or that he is exempt therefrom, and the basis for the alleged
exemption. Any violati of Section 7031 .5 by any applicant fpry,permit subjects not moan five huridmd,,dollars_i$500lL '-
Name . AdoTess City State/Zip Telephone #
State License # 3 q y S License Class C .( City. Business License #
Designer Name Address City State/Zip Telephone
State License #
COMPENSATION
Workers' Compensation Declaration: -I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued. -
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Cpany Policy No. Expiration Date__________________
(THl..Sfil0N NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) .'
CERTIFICAT EXEMPTION: I certify that in the performanc of the work for which this permit is issued,i shall notemploy any person in any manner so as
to become subje to he Workers' Compensation Laws of Californi - -
WARNING: Fa ure secure wor e • comp nsatlon coverage unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dolls ($1 0.000). in a d i n to h of comp ion, damages as provided for In Section 3706 of the Laloude. interest and attorney's fees.
SIGNATURE DATE
OWNER ÔiARAWO TT .TT 777,71. 7
I hereby affirm that I am exempt from the ontractor s License Law for the following reason
I, as owner of the property or my ployees 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).
0 I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materialà for construction of the proposed property improvement. 0 YES ONO
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone
number I contractors license number):
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number / type
of work):
PROPERTY OWNER SIGNATURE DATE____________________
___
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevehtioñ
program under Sections 25.505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? . 0 YES NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? , 0 YES . NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UfiLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8 ICONSTRUCTION LENDING AGENCY1J .,---- '! Ta -
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code)
LENDER'S NAME LENDER'S ADDRESS
E~7 77 r. 71177
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 representatives of the City of -Carlsbad, to enter upon the, above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMVSS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTSAND EXPENSES ANY WAY ACCRUE AGAINST SAID CITY CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is re id for excavations ov r 5'0" deep d demolition or constru on of structures over 3 stories in height.
EXPIRATION: Every per issued by the luildin icial und pro isio of this Co shall.expire by limitation and become null and void if the building or work
authorized by such perm is not commenc n 180 days fr e - e of uch perm if the building or work authorized by such permit is suspended or abandoned
at any time after the wo is commenced a period of 18 y (S ion 10 4.4 U or Building Code).'
APPLICANT'S SIGNAT RE 1 ' - '" DATE
- WHIT - File YELLOW: Applicant PINK: Finance - -
City of Carlsbad Bldg Inspection Request W)r7,
For: 11/29/2001 jk-i 1.91
Permit# CB013369 Inspector Assignment:
Title: BREEZECOM - RELOCATE EXIST
Description: PALLET RACKS
Type: TI Sub Type: INDUST
Phone: 6195404516
Job Address: 1890 RUTHERFORD RD
Suite: Lot 0
Location: Inspector:
APPLICANT HOLLLINGSWORTH RUSS
Owner: DIVERSIFIED CARLSBAD 47&48 L L C
Remarks: FINAL ON PALLET RACK INSTALLATION
Total Time: Requested By: RUSS
' t c. Entered By:' KAREN
CD Description Act , Comments1
19 Final Structural rT
Associated PCRs
PCR99208 ISSUED
PCR99239 ISSUED - -
Inspection History Phooc,' Date Description ...-Act Insp Comments
!isp
: •
qtci y Ri
E!terec p3',' K.
_,)' ?r''
EsGil Corporation
1n Partnership with gove rnment for Wui&(ing Safety
DATE: 11/20/01
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-3369
PROJECT ADDRESS: 1890 Rutherford #100
SET: II
OAPPLICANT
JURIS.
Cr-PrgN-- REVIEWER
0 FILE
PROJECT NAME: Storage Racks for Breezecorn
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.
Eli 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.
fl Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS: 1. City to field verify that the pk'o travel from the handicapped parking space to
the rack area and the bathrooms serving rack area comply with all the current disabled.
access requirements. 2. Fire departmeif approval is required.
By: David Yao Enclosures:
Esgil Corporation
0 GA 0 MB 0 EJ 0 PC 11/13 trnsmtl.dot
9320 chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
2n Partnership with government for Bui(1ing Safety
DATE: 11/2/01
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-3369 SET: I
PROJECT ADDRESS: 1890 Rutherford #100
PROJECT NAME: Storage Racks for Breezecom
O APP. IANT JC
JURI
EVIEWER
O FILE
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.
Li 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:
Russ Hollingsworth 6221 Yarrow Dr., Carlsbad, CA zoo
Li 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: Russ Hollingsworth Telephone #: (760)931-5456 (hoc)
Date contacted: 111510' (by:(i.,c) Fax #: (760)931-5466
Mail -Ttephone Fax .-- In Person
Li REMARKS:
By: David Yao Enclosures:
Esgil Corporation
E GA D MB E EJ Ij Pc 10/25 trnsmtl.dot
9320 Chespeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576
Carlsbad 01-3369
11/2/01
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3369
PROJECT ADDRESS: 1890 Rutherford #100
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL CORPORATION: 10/25 11/2/01
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
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.
Please make all corrections on the original tracings, as requested in the correction list.
Submit three 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:
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.
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.
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.
Carlsbad 01-3369
11/2/01
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?.
El Yes El No
Carlsbad 01-3369
11/2/01
Only the storage racks are included in this plan review
Provide a statement on the Title Sheet of the plans that this project shall comply with
Title 24.
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.
City to field verify that the 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.
Obtain Fire Department approval for groups F, M and S occupancy storage per UBC
Sections 306.8, 309.8 and 311.8.
Note on the plans that the rack design loads will be posted per Section 2222.5.
Indicate the clearance from the new racks to the existing building walls and building
columns.
Provide forklift protection per Section 2222.5.(or check the exception or note on the plan
that no forklift will be used.)
Recheck the "pallet" racks as follows:
Recheck all connections on sheet I as follows:
The rivet bearing capacity is only dtF = 0.406(0.0747)65 = 2 kips.
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).
Check the bracket maximum weak axis moment.
Indicate the safety pin size and verify it is adequate for the 1000# load.
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).
Check the slab stress for the maximum transverse overturning axial load. Show the slab
thickness on the plans per the calculations. Check the maximum slab stress under the
base plate per Section 1915.4.2.
The thickness of the beam is not shown on the plan.(.0747 in) Please clarify.
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.
Carlsbad 01-3369
1112/01
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3369
PREPARED BY: David Yao DATE: 11/2/01
BUILDING ADDRESS: 1890 Rutherford #100
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
storage racks per city 2,000
Air Conditioning
FireSprinklers I
TOTAL VALUE 2,000
Jurisdiction Code Icb IBY Ordinance I ___
1994 UBC Building Permit Fee IV] I $38.13 I
1994 UBC Plan Check Fee V I $24.781
Type of Review: I Complete Review J Structural Only
O Other 0 Repetitive Fee
I i Repeats Hourly I Hour *
Esgil Plan Review Fee I $21.35!
Comments:
Sheet 1 of .1
macvalue.doc
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB QE 3C1 DATE__ og kf ___________
ADDRESS. 100.
RESIDENTIAL TENANTIMPROVEMEN
RESIDENTIAL-ADDITION MINOR PLAZACAMINO REAL
(<$10,000.00)
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER •LS .
PLANNER Qmlo DATE 101j.q foi
ENGINEER 1 DATE
Docs/Misforms/plannlng Engineering Approvals
Cajjsoad Fire Department 013369
1635 Faraday Ave. Fire Prevention
Carlsbad, CA792008 (760) 602-4660
Plan Review Requirements Category: tBuildii*P1an1J
Date of Report: 11/13/2001 1 Reviewed by: &. i'nI—
Name: Russ Hollingsworth
Address: 6221 Yarrow Drive
City, State: Carlsbad CA 92008
Plan Checker: Job #: 013369
Job Name: Breeze.com #100 Bldg #: CB013369
Job Address: 1890 Rutherford Rd Ste. or Bldg. No. 100
Z Approved The item you have submitted for review has been approved. The approval is
based on plans, information and / or specifications provided in your submittal;
therefore any changes to these items after this date, including field
modifications, must be reviewed by this office to insure continued conformance
with applicablecodes and standards. Please review carefully all comments
attached as failure to comply with instructions in this report can result in
suspension of permit to construct or install improvements.
II Approved The item you have submitted for review has been approved subject to the
Subject to attached conditions. The approval is based on plans, information and/or
specifications provided in your submittal. Please review carefully all comments
attached, as failure to comply with instructions in this report can result in
suspension of permit to construct or install improvements. Please resubmit to
this office the necessary plans and / or specifications required to indicate
compliance with applicable codes and standards.
U 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 to this
office for review and approval.
Review 1St __________ 2nd __________ 3rd __________ Other Agency ID
FD Job # 013369 FD File #
7 Updated Geotechnical Investigation Page 16
i' Proposed Concrete Tilt-up Structure
Lots 47 and 48, Carlsbad Research Center, Carlsbad, California
September 26, 1996 CTE Project No. 10-1874
The maximum total settlement is expected to be on the order of 1.0 inch. The maximum
differential settlement of continuous footings across the building is expected to be on the
order of 0.5 inch. . 0=0 4TWIMIRMIT7
In all cases, footings for structures should be designed such that the horizontal distance
from the top of the adjacent slope to the outer edge of the footing is a minimum of 10 feet.
ME (4ti RS]tTT
-Concrete slabs-on-grade should be at least four inches thick for light industrial loads. As
a minimum, concrete slabs should be reinforced with #3 reinforcing bars on 18-inch or #4
reinforcing bars on 24-inch centers. All slab reinforcement should be properly supported
to ensure placement near mid-height of the concrete. Special design consideration should
be given to the type of business and the building's intended use. Heavy machinery or
vehicular loads may require aggregate base, thicker slab and increased reinforcement.
This office should be contacted provide additional recommendations if conditions differ
from those assumed above.
In moisture sensitive floor areas, slabs should be underlain by a vapor barrier consisting
of a minimum of six mil polyethylene sheeting or equivalent membrane with all laps
5' PUN. bLA MADE P41
,.1roIcPL WAY
cENIER OF LA8
PLACE 3LAB IVER
2' SAW OVER 6 ML
VAPORBAFRER OVER
4=1NAl rer4øPl
rNBPEcT"' '
NOT FREEMM
.1
'I
vi.0 - uu-ii vI.uurlyi rKvIyruIvIIIrpci) rnurcmica uouot 14ou r.uuug r4
•
ICOL. cOL COL.
3281- -
11 400 40•-ØI' 40ç00
• TYP.
¶
iJT
I .
3 * l/
4r,L-.
F33 I/I
: 22-10 1/2'
IME
F 7'Updated Geotechnical Investigation Page 17
/ Proposed Concrete Tilt-up Structure
J' Lots 47 and 48, Carlsbad Research Center, Carlsbad, California
Yt September 26, 1996 CTE Project No. 10-1874
sealed. This membrane should be placed over two inches of clean sand (Sand Equivalent
> 30) and covered with a minimum of two inches of sand to protect the sheeting during
concrete placement operations.
Lateral loads acting against structures may be resisted by friction between the footings and the
supporting soil or passive pressure acting against structure. If frictional resistance is used, we
recommend allowable coefficients of friction of 0.35 (total frictional resistance equals coefficient
of friction times the dead load) for concrete cast directly against compacted fill. A design passive
resistance value of 300 pounds per square foot per foot of depth (with a maximum value of 1200
pounds per square foot) may be used. This value assumes a horizontal soil extending at least 10
feet. The allowable lateral resistance can be taken as the sum of the frictional resistance and the
passive resistance, provided the passive resistance does not exceed two-thirds of the total
allowable resistance.
Retaining walls up to ten feet high band backfilled using granular import soils may be designed
using the equivalent fluid weights given in Table 3 below.
LAKLSbAD, LA.
#01-1776
SE1ZM1C
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGE RACKS STEEL SHELVING CITY APPROVALS - ALASKA NEVADA
DRIVE-IN RACKS MOVABLE SHELVING STATE APPROVALS ARIZONA NEW MEXICO
CANTILEVER RACKS STORAGE TANKS PERMITTING SERVICES CALIFORNIA OREGON
MEZZANINES MODULAROFFTCES PRODUCTTESTING COLORADO PENNSYLVANIA
CONVEYORS GONDOLAS RELD INSPECIlON IDAHO IJAH
CAROUSELS BOOKSTACKS SPECIAL FABRICA11ON MISSOURI WASHINGTON
161 ATLANTIC STREET • POMONA • CA 91768 S TEL: (909)869-0989 9 FAX: (909)869-0981
r
SEI l7mlr~- Zmic
MATERIAL HANDLING ENGINEERING
EST. 1985
TEL: (909) 869-0989 FAX: (909) 869-0989
STRUCTURAL CORRECTION
FOR-
BREEZE COM
5858 EDISON PLACE
CARLSBAD, CA.
01-1776
DATE: 11-08-01
BELOW ARE THE RESPONSES TO YOUR PLAN CORRECTION SHEET:
6. PLEASE SEE ADDED NOTE ON DETAIL DRAWING 01-1776A, WHERE POST LOAD HAS BEEN
ADDED PER SECTION 2222.5 OF THE 1997 UBC.
PLEASE SEE REVISED CALCULATIONS WHERE COLUMNS HAVE BEEN CHECKED WITHOUT THE
USE OF POST PROTECTORS PER SECTION 2222.5 OF THE 1997 UBC. NOTE SYSTEM IS
ADEQUATE FOR IMPOSED LOADS. (PAGE 9B)
PLEASE SEE REVISED CALCULATIONS WHERE BEAM TO COLUMN CONNECTION HAS BEEN
REVISED (PAGE 11).
PLEASE SEE REVISED CALCULATIONS WHERE BEAMTO BRACKET WELD CAPACITY HAS BEEN
CHECKED FOR ADEQUACY.
PLEASE SEE REVISED CALCULATIONS WHERE BEAM TO COLUMN CONNECTION HAS BEEN
REVISED (PAGE 11).
PLEASE NOTE THAT THE SAFETY PIN HAS ENOUGH CAPACITY TO WITHSTAND THE REQUIRED
boot tJPLI-FF -FORCE. 5116" SAFETY -PIN
AREA = A*0.4*FY
=(0.0767)(0.4)(50000)
=1534# >> 1000#
PLEASE SEE REVISED CALCULATIONS WHERE COLUMN WEAK AXIS BENDING PLUS AXIAL FOR
TRANSVERSE SEISMIC LOADING HAS BEEN CHECKED (PAGES 9C & D).
PLEASE SEE CALCULATIONS PAGE 15 WHERE SLAB IS CHECKED FOR MAXIMUM LOAD
INCLUDING TRANSVERSE OVERTURNING AXIAL LOAD. PLEASE SEE NOTE #6 ON DETAIL
DRAWING 01-1776A WHERE SLAB THICKNESS HAS BEEN SPECIFIED.
PLEASE SEE REVISED DETAIL DRAWING 01-1776A WHERE THE BEAM GAGE IN DETAIL #6 HAS
BEEN SPECIFIED. (0.0747, 14GA)
PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE
MATTERS.
fS E flZ M:I C::
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 9 FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT BREEZECOM
FOR Cs GOODALE
SHEET NO. 2 OF 15
CALCULATED BY_BOBS. DATE- -11092001
TABLEOFCONTENTS
DESCRIPTION
COVER SHEET
TABLE OF CONTENTS
SCOPE
PARAMETERS
CONFIGURATIONS
COMPONENTS & SPECS.
LOADS AND DISTRIBUTION
LONGITUDINAL ANALYSIS
COLUMN
BEAM
BEAM TO COLUMN
BRACING
OVERTURNING
BASE. PLATE
SLAB & SOIL
PAGE #-
1
2
2
3 .
4-4
5-6
.. 7.
8
9
10
11
12
13
14
15
SCOPE: . .•
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH
THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY,
WITHOUT ANY FIELD WELDING.
C :S!E I 2ZMIC
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SHEET NO- 3 15
CALCULATED BY BOBS' DATE 11-09-2001
STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH
DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN
ANY ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH
LONGITUDINAL AND TRANSVERSE DIRECTION.
STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT,
WHILE THE BRACING ACT TRANSVERSELY.
COLUMN.
BEAM.
BEAM TO--COLUMN.
BASE PLATE.
HORIZONTAL BRACING.
DIAGONAL BRACING.
BACK CONNECTOR.
TRIBUTARY AREA
r7.
TRANSVERSE
LONGITUDINAL
TOP VIEW
108"
r::S:H~ZMIC
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CONFIGURATIONS
PROJECT BREEZECOM
FOR CS GOODALE
SHEETNO.OF 15
CALCULATED BY BOB S. DATE 11-09-2001
TYPE 1-SIR
2.200 lb.
TYPE 1-D/R
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PROJECT BREEZECOM
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SHEET NO.______________ OF 15
CALCULATED BY BOB S. DATF 09200 1
TYPE 1-SIR
SPECIFICATION '1 48"
- MAIN STEEL 50000 PSI
- BASE PLATh STEEL 36000 PSI
- ANCHOR -. WEDGE TYPE 1/2 x 3-1/2 4311
- FLOOR SLAB 5" X 4000 PSI. REINFORCED 192"
- SOIL BEARING PRESSURE 1.000 PSF .
- SEISMIC ZONE 4.
- TYPE = SINGLE ROW UNITS.
T..
511#
651#
lb.
lb.
383 6p"
10
255# 6"
10
127
6L
—
325# —ø
162# -0
I
'1' 10811___'1'
Iu= 108"
42"
SECTION AXIAL FORCE MOMENT BEAM MOMENT
1 4,5.60.1b. 18,921 in. b.. 18370 in-lb. -stdconn.
2 3,420 lb. 13,820 in.lb. 14,284 in.lb. <-std.conn.
3 2,280 lb. 10,749 in.lb. 10,445 in.lb. <-std.conn.
4 1,14OIb. 6,142 in.lb. 5,071 in.lb. <-std.conn.
TYPE 1-S/R DESIGN LOAD =2200#
BASEPLATE COLUMN BEAM
V 3X3X1 2GA:
8 X 5 X.375 COLUMN STRESS =0.77 4-3/1 6X2-1 /2X1 4GA(BB3)
Mbase = 10509 in.lb. MAX LOAD/LEVEL 4,421 lb.
BEAM IS O.K.
OVERTURNING BRACING SLAB&SOIL
HORIZONTAL 41 DIAGONAL .
ANCHOR STRESS = 0.80 1 1/2 X 1/2 X 16 GA I 1 1/2 X 1/2 X 16 GA PUNCT. STRESS = 0.76
# OF ANCHORS = 2 STRESS =0.27 (_ STRESS =0.94 BENDING STRESS =0.99
451#
MIC
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PROJEC BREEZECOM T_______________
Cs G000ALE
SHEET NO 6 OF_15
CALCULATED BY_ BOB S. DATE 11-09-2001
TYPE _1-DIR
SPECIFICATION 1' 48"
- MAIN STEEL 50000 PSI
- BASE PLATE STEEL 36000 PSI
- ANCHOR - WEDGE TYPE 1/2 x 3-1/2 43"
- FLOOR SLAB 5" X 4000 PSI. REINFORCED 192"
- SOIL BEARING PRESSURE 1000 PSF
48"
- SEISMIC ZONE 4. I
- TYPE = INTERCONNECTED UNITS.
3,000 1b. 88#
6[_ 0" 0
lb. 35
lb. I1266irr 6P"
lb. Ill 77:9
j;_,ii u_u_ii
A' 108" A' A' 42"4
Iu= 108"
SECTION AXIAL FORCE MOMENT BEAM MOMENT
1 6,160 lb. 12,580 in.Ib. 13-078 in:Ib. <-std.conn-.
.2 4,620 lb. 9,577 iiilb. 10,513 in.Ib. <-std.conn.
3 3,080 lb. 7,449 in.lb. 7,852 in.Ib. <-std.conn.
4 1,540 lb. 4,256 in.Ib. 4,128 in.lb. <-std.conn.
TYPE 1-D/R DESIGN LOAD =3000#
BASEPLATE COLUMN BEAM
3X3X1 2GA. -sf
8 X 5 X.375 COLUMN STRESS =0.66 4-3/1 6X2-1/2X1 4GA(BB3.)
. Mbase = 7814 in.Ib. MAX LOAD/LEVEL= 4,421 lb.
BEAM IS O.K.
OVERTURNING BRACING SLAB&SOIL
HORIZONTAL / I DIAGONAL . . . •sJ.
ANCHOR STRESS = 0.12 1 1/2 X 1 1/2 X 16 GA I 1 1/2X1 1/2 X 16 GA PUNCT. STRESS =0.71
# OF ANCHORS = 2 STRESS = 0.19 STRESS = 0.65 BENDING STRESS =0.91
r:=SElZM1C
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PROJECT BREEZECOM •
FOR CS GOODALE
SHEET NO.______________ OF 15
CALCULATED BY BOB 5. DATE__ -09-200 1
LIVE LOAD PER SHELF = Wil = 2,200 lb
(BASED ON CLIENT SUPPLIED DATA)
DEAD LOAD PER SHELF = WdI = 80 lb
Seismic Zone = 4 1= 1
TOTAL LOAD PER FRAME= 9,120 lb
SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC
WHERE
V= ((2.5xCaxI)/R)xWtotal
Wtotal = (Wil + WdI) x n
n = # of shelves
2,200 lb. 511
4
2.200 lb. 38
lb. 255#
lb. 127#
Ca = 0.44
R(long) = 5.6
R(trans) = 4.4
Soil Coef. = Sd
Na= .1.0
Nv= 1.6
U
108"
I u = 108"
6.51#
Viong = (2.5 x 0.44 x 1)I(5.6)x W) / 1.4 .
011 / = 1280 lb wl working stress reduction 10
10
T62#
-
Vtrans = (2.5x 0.44 x 1)1(4.4) x W/ 1.4
= 1629 lb w/ working, stress reduction
Fi= VWhi/Wh
488#
Fi= VWhiIWh
I
TRANSVERSE DIRECTION
32 5#
-,
000 :MIc
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SHEET NO— 8 OF 15
CALCULATED BY_BOB S. DATE_-09-2001
ibi Al LAN II SlKtI • FUMUNA ' LA V1(b5
LONGITUDINAL ANALYSIS :TYPE 1-SIR
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE
COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE.LO WEST PORTION, WHERE
THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR
CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT
CARRY MOMENT).
Vlong = 2 * Vcol = 1,280 lb.
Vcol= 640 lb. . 1'
48in Blflto
F 1 = 64 lb. CoLoniL
F2= 1281b. .
Fl ( 5"
F3= 1921b. .
I I
48 in .....r h= 461n. CoL to slab.
F4= 2561b.
BASE PROVIDE PARTIAL. FIXITY. SEE.. BASE. PLATE .SHT.
Mbase = 10509 in.Ib.
I Mupper
Mupper + Mlower = McQnn'R' + Mconn'L' . ..
Mconn'R' = Mconn'L'
Mconn *2=Mupper +Mlower .
R nu o Me Mconn = [Mupper + Mlower]/2 MIower._J-JI
RESULTINGFORCESONCOLUMN
SECTION AXIALLOAD MOMENT Mconn
1 4560 18921 4SL.AB
18370
2 . 3420 13819 14284
3 2280 10748 10445
4 1140 6142
hA _
d,I
]
—.kc
SECTION PROPERTIES
A= 311 B =3"
C= 75" 0= 0"
E=0" wt. =0#
tl =.1046" t2=0"
Area =.B15"A2
Ix = 1.65"A4 Iy = 1.1"A4
Sx = 1.21TA3 Sy = 73"A3
rx = 1.304" ry = 1.08"
60"
+
60"
Front View Side View
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PROJECT BREEZECOM
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SHEET NO 91 OF 15
CALCULATED BY BOB S. DATE 11-09-2001
COLUMN ANALYSIS :TYPE 1 -SiR
COLUMN IS ANALYZED PER AISI COLD-FORMED STEEL DESIGN MANUAL
fa = Pmax/Area
= 4,984 psi.
fb =Mmax/Sx
= 15,768 psi.
fa/Fa =0.21 >15
F'e = 1 2w2E/23(Kxlxtrx.)A2
Fe = 83,335 psi.
Fb = .6*Fy = 30,000 psi.
Cm*fb/Fb[1fa/Fe] = 0.56
COMBINED 'STRESS = 0.77
Pmax = 4,560 lb. Mmax = 18,921 in.lb.
Kxlx/rx = 1.2 * 46 I 1.304 = 42.3
Kyly/ry = .8 * 60/ 1.08 = 44.4 <-GOVERNS
Cc = (21TA2E/Fy)A.5
= 107.0
SINCE KI/r <= Cc,
Fa = .522Ey — [(kl/r*Fy)/1 494]A2
=23,888 psi.
T MIC
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SHEET NO. 915 OF 15
CALCULATED BY BOB. S. tt/91Ut
COLUMN ANALYSIS (3X3X1 2GA) EXPOSED POST CHECK
ANALYZED PER DIV VII, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 4,560 LB
M= 0 IN-LB
KxLx/rx = 1 2*46 IN/i .304 IN
= 42.3
KyLy/ry = 0.8*60 IN/i .08 IN
= 44.4 <=== (KI/r)max
AXIAL
Fe= nA2E/(KL/r)maxA2
= 147.4 KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy/2
THEN, . Fn= Fy(1-Fy/4Fe)
= 50 KSI*[150 KSI/(4*1 47.4 KSI)]
= 45-8. KSI.
Pn= Aeff*Fn
41,870 LB
(c= 5/3 + (3/8)*R - (1/8)*RA3
= 1.81
Pa= Pn/flc
= 41870 LB/1 .&1237446447951
= 23,102 LB
P/Pa= 0.20 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*px) :S 1.33
P/Pao + Mx/Max :5 1.33
Pno= Ae*Fy
= 0.915 INA2 *50000 PSI
= 45,750 LB
Pao= Pno/flc
= 45750 LB/1 .81237446447951
= 25,243 LB
Myield=My= SX*FY
= 1.2 INA3 * 50000 PSI
= 60,000 IN-LB
Max= My/Qf
= 60000 IN-LB/1.67
= 35,928 IN-LB
Pcr= nA2EI/(KL)maxA2
= 11A2*295Uff KSII(1 .Z*46 IN)A2
= 157,662 LB
Thus,
(EQ C4. i-l-)-
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ CS-1)
(EQ C5-2)
A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.1046 IN
Aeff = 0.915 INA2
Ix= 1.SQINt4
Sx= 1.200 INA3
rx= 1.304 IN
!y= 1.100INA4
Sy = 0.730 INA3
ry= 1.080 IN
Kx=1.2
Lx = 46.0 IN
Ky = 0.80
Ly=60.OIN
Fy= 50 KSI
E= 29,500 KSI
flf= 1.67
Cmx= 1.0
Cb= 1.0
px= (1/(i _(Qc*P/Pcr)]}A_1
= {1/1J1-(1.81M560 LB/1 57662 LB)flA-T
= 0.95
(4560 LB/23102 LB) + (1*0 IN-LB)/(35928 INLB*0.95) = 0.20 <1.0, OK (EQ C5-1)
(4560 LB/25243 LB) + (0 IN-LB/35928 IN-LB) = 0.18 <1.0, OK (EQ C5-2)
SINCE COLUMN IS LESS THAN HALF STRESSED,
if IS OK FOR •GOE+JSIOttOAD&-(PER SEC -225)
[=S=ElZMl=C:
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FOR CS GOODALE
SHEET NO. 9C OF 15
CALWLATEDBY BOBS. DATE 11/9101.
COLUMN ANALYSIS (3X3X1 2GA) DOWN AISLE LOADS
ANALYZED PER DIV VII, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P= 4,560 LB
M= 18,921 IN-LB
KxLxlrx = 1.2*46 IN/i .304 IN
=42.3
KyLy/ry-= 0860-tN/1-08-IN-
= 44.4 <=== (KI/r)max
AXIAL
Fe= irA2E/(KL/r)maxA2
= 147.4 KSI
Fy/2= 25.0 KSI
SINCE. Fe->. E-y/2
THEN, Fn= Fy(1-Fy/4Fe)
= 50 KSI[1-50 KSI/(4*147.4 KSI)]
= 45.8 KSI
Pn= Aeff*Fn
=41,870LB
Qc= 5/3 + (3/8)'R - (1 /8R3
=1.81
Pa= Pn/flc
= 41870 LB/1 .81237446447951
= 23,102 LB
P/Pa= 0.20 > 0.15
FLEXURE
CHECK: P/Pa + (Cmx*Mx)/(Max*px) :5 1.33
PIPao + Mx/Max :5 1.33
Pno= Ae*Fy
= 0.915 IN2 *50000 PSI
= 45,750 LB
Pao-- Pno/flc
= 45750 LB/1 .81237446447951
= 25,243 LB
Myield=My= SX*FY
= 1.2 INA3 * 50000 PSI
= 60,000 IN-LB
Max= My/flf
= 6000O IN-E.B/1.6T
= 35,928 IN-LB
Pcr= uA2EI/(KL)maxA2
= UA2*29500 KSI/(1 .2*46 IN)A2
= 157,662 LB
THUS,
(EQ C4.1-1)
(EQ. C4-3)
(EQ C4-2)
(EQ C4-1)
(EQ C5-1)
(EQ C5-2)
A= 3.0 IN
B= 3.0 IN
C= 0.7IN
t = 0.1046 IN
Aeff = 0.915 INA2
Ix= 1.6501NA4
Sx = 1.200 INA3
rx=1.3041N
Iy= 1.100INA4
Sy = 0.730 INA3
ry= 1.080 IN
Kx= 1.2
Lx = 46.0 IN
Ky= 0.80
Ly= 60.0 IN
Fy= 50 KSI
E= 29,500 KSI
.Of= 1.67
Cmx= 1.0
Cb= 1.0
px= {1/[1 _(Qc*P/Pcr)]}A_1
= 11/[1(1.81*4560 LB/157662 LB)] JA-1
= 0.95
(4560 tB/231 02 LB) + (1*189Z1 IN-tB/(35928 INLB0.95) = a 75 <t33 0K (EOjC5.1)
(4560 LB/25243 LB) + (18921 IN-LB/35928 IN-LB) = 0.71 <1.33, OK (EQ C5-2)
DEPTH 'I,
SIDE ELEVA11ON
-SEIZMIC
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SHEET NO. 90 OF 15
CALCULftrTED BY BOBS.. .. 11/9lcfl
COLUMN ANALYSIS (3X3X1 2GA) CROSS AISLE LOADS
ANALYZED PER DIV VII, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
Pstatic= 4,560 LB
Pseismic= 269691 IN-LB/42 IN
= 6,42t LB
Ptotal= 10,981 LB
My= VTh
= 1629 LB * 7 IN
= 11,403 IN-LB
KxLx/rx = 1.2*46 IN/i .304 IN
= 42.3
Kyly/ry = 0.8*60 IN/i .08 IN
= 44.4 <=== (KI/r)max
AXIAL
Fe=nA2/(KUr)max.&2
=147.4KSI
Fy/2= 25.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-FyI4Fe)
= 50 KSI*[150 KSI/(4*1 47.4 KSI)]
= 45.8 KSI
Pn= Aeff*Fn
=41,870LB
(lc= 5/3 + (3/8)*R - (1 /8)*RA3
= 1.81
Pa= Pn/flc
= 41870 LB/1 .81237446447951
= 23,102 LB
P/Pa= 0.48 > 0.15
FLEXURE
CHECK; P/Pa + (Cmx*Mx)/(Max*px) :S 1.33
P/Pao+ Mx/Max:5 1.33
Pno= Ae*Fy
= 0.915 1NA2 *50000 PSI
= 45,750 LB
Pao= Pnolflc
= 45750 LB/1 .81237446447951
= 25,243 LB
Myield=My= Sy*Fy
= 073]N3 50000 PSI
= 60,000 IN-LB
Max= My/flf
= 60000 IN-LB/1.67
= 35,928 IN-LB
Pcr= uA2EI/(KL)maxA2
(EQ. C4-3)
(EQ C4-2)
SECTION PROPERTIE
(EQ C4-1) A= 3.0 IN
B= 3.0 IN
C= 0.75 IN
t = 0.1046 IN
Aeff = 0.915 INA2
(EQ CS-i) Ix= 1.6501NA4
(EQ C5-2) Sx= 1.200INA3
rx= 1.304 IN
Iy= 1.1001NA4
V= 1,629 LB Sy = 0.730 INA3
Mseismic= 269,691 IN-LB ry= 1.080 IN
h= 7 IN Kx= 1.2
DEPTH= 42 IN Lx = 46.0 IN
Ky= 0.80
Ly=6001N
Fy= 50 KSI
E= 29,500 KSI
flf= 1.67
Cmx= 1.0
Cb= 1.0
= nA2*29500KS1/(1.2*46 IN)AZ px= tttt-(Pcr)1t
= 157,662 LB = {1/(1_(1.81237446447951*10981 LB/157662 LB))}A.-1
THUS, . . = 0.87 . . .
(10981-03/23102 LB) + (1*11403 IN-LB)/(35928 INLB*0.87) = 0.84 <1.33, OK (EQ C5-1)
O98-1 LB/252+3 LB-* (1-1403 IN-EB-13-5928 IN-LB3--• 0-75-- <33OK (EQ-e52)-
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PROJECT BREEZECOM
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SHEET NO 10A OF 15
CALCULATED BY BOB S. DATE 11092001
BEAM ANALYSIS :TYPE 1-SIR
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABUZE THE SYSTEM,
ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING
THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE
PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR
2,000 in.Ib. WHICH -EVER IS. SMALLER) WILL-BE ADDED.
I act = 108.0 in. 2.5"
Imax=11950 + 1 200(M1/M2)]b/Fy
,SINCE M1/M2= 1.0. -'1--
I max =3150*b/Fy=158in.
SINCE Imax> lact Fb = .60Fy = 30,000 psi.
MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4.1-875
BENDING CAPACITY I
-
I t=.0747in.
M= Sx* Fb=wIA2/8
=33570in.lb.
CAPACITY = 2(8*M/1) = 44201b. Sx = 1.119 jA3
MAXIMUM ALLOWABLE DEFLECTION (Lu 80).
Ix = 2.430 jA4
A = 5wIA4/384E1
CAPACITY 2.[(384ElI(5*1 80*IA2)] = 52441b.
MAXIMUM STATIC LOAD PER LEVEL IS 4,421 lb.
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL.
Mstatic = wIA2/8 = LIVE.LOAD*L/(2*8) Mallow(static) = Sx * Fb
M impact = bi 25*Mstatic . . M-allow(seismic) = 133 *.Sx * Fb
Mseismic = Mconn (SEE LONG. ANALYSIS)
LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT
1.125 Mstatic (static) (seismic)
1 14849 16706 33569 18370 44759 GOOD
2 14849 .16.7-06 335S9 ....-14284 -44759 GOOD
3 14849 16706 33569 10445 44759 GOOD
4 14849 16706 33569 5071 44759 . GOOD
O1 8INCHTHICK YPEA"WEID
AREA= 1.270 INA2 MOMENT CAPACITY= 1 18,807 IN-LB
Sx= 0.67 INA3
Y-BAR
SEIMIC
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SHEET NO. •. 10f OF ' 15
cALUtATEDBY BOB..S... F DATE Lt19J,01.
. ... .................,,....--.,,
DETERMINE THE EFFECTIVE.- SECTION PROPERTIES OF THE MEMBER WELDSHQWN
- BELOW; THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT;
IIii II'::i Li
TYPE "B" WELD TYPE "C" WELD TYPE "D" WELD TYPE "A" WELD
BEAM & WELD INFO
D=M
tweld*= 0.1 88.IN
Fu= 70,000 PSI
(i
(LTYPE "A" WELD 0 20
EFFECTIVE SECTION PROPERTY -FOR WELD
I ELEMENT I WIDTH - I HEIGHT I Y-BAR ELEM.
1 0.0000 IN 0.0000 IN 0.0000 IN
2 0.1875 IN 4.2000 IN 2.1000 IN
: 3 0.0000 IN 0.0000 IN 0.0000 IN
4 0.0000 IN 0.0000 IN 0.0000 IN
5 0.0000 IN 0.0000 IN 0.0000 IN
6 0.18751N 2.57501N 128751N
AREA=
WELD MOMENT CAPACITY UNDER SEISMIC LOADING
CAPACITY= 0.3 * Fu * Sx-weld * 1.33
= 0.3 * 70000 PSI * 0.673 INA3 * 1.33
= 18,807 IN-LB
I AREA I1BAR ......I
0.0000 INA2 :: ::: ::: : : 0.0000iNA4
0.787S INA2 :•: : 1.23271NA4
00000 INA2 00000 INA4
0.0000 INA2 0.0000INA4
0.0000 INA2 : : :::: 0.0000INA4
0.4828 INA2 0.38931NA4
1.27031NA2
ybar= 1.791 IN
• . Ix= 1.62201NA4
C= P1+P2+P3
- 01 +P1 *(1 5/4 5)+Dl* A 5/4 5)
1 .67*P1
Sbracket= 0.110 INA3
-4,
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161 ATLANTIC AVENUE• POMONA CA 91768
Mconn max= .Mconn. seismic + Mend
=1 37ZiN-LB I
-
PROJECT BREEZE COM
FOR CS.GOODALE
SHEET NO. •11 OF 15
CALULATED BY- BOB S - DATE- i 1-/9/0.1.
-Mupper
CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS:
1) SHEAR CAPACITY OE.STUDS
STUD DIAMETER= 7/16 IN
Fy= 50,000 PSI
Mcc nn Mconn
-j'oo 0
Pmax-shear= 0.4 * Fy * Area
0.4 *.50000PSJ* (0:4375 1N)A2n/4
= 3,006.6 LB
BEARING CAPACITY ON COLUMN
Fu= 65,000 PSI
Pmax-brg= Bearing Area * Fbearing
= (0.5 * thickness) * (1.0 * Fu)
= (0.5 * 0.1046 IN) * (1.0 *65000 PSI)
3,399.5 LB >3006.6 LB
MOMENT CAPACITY OF BRACKET
Mcap= Sbracket * Fbending
= 0.11 INA3 * 0.66 * Fy
= 3,630 IN-LB
C= Mcap/0.75 = 1.67 * P1
THUS, P1= 0.798 * Mcap
2,897 IN-LB <3006.6 LB
THUS, GOVERNING YALUE1STHE MINVALUEOFP1,
P1-eff= 2,897 LB
Mconn-allow= P1*4.5 IN + P2*2.5 IN + P3*05 IN
= 5.94*P1eff* 1.33
= 22,942 IN-LB > Mconn max, OK
Miower
t:SfElZMlC::n
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 9 FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT BREEZECOM
FOR CSG000AL€
SHEETNO. 12 OF 15
CALCULATED BY_BOB S. DATE _11-09-200 1
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONALBRACING:COMPRESSIONMEMBER
L diag. = [(L6)A2+(D2*BcoI)A2]A.5
= 64.8.
Vdiag =Vtrans * Ldiag. / D
= 2516#
kl/rmin = [1 * 64.8 ] /.523
=124.0
Fa =[1 211A2E]/[23(kl/r)A2]
= 9697 psi.
fa/Fa =Vdiag/(Area*Fa)
=0.94
D=42" 1
DIAGONAL AND
HORIZONTAL BRACING
HWH
irff Area= .277 "A2
H ri I rmin= .523
LI 0 t=06"
Ii Hi W=15
Ca 0
"
H= 1.5
651
488#
10
325#
-,
1•62#
.L 42"-
C: fSE :C::2
.4 INC
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 9 FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT BREEZECOM
FOR CSG000ALE
SHEET NO- 13 OF 15
CALCULATED BY_ BOB S. DATE _11-09-200 1
OVERTURNING _:TYPE 1-SIR
ANALYSIS OF OVERTURNING WILL BE BASED ONSECTION 228.7.1 OF THE 1997 Uniform Building
Coth
FULLY LOADED
TOTAL SHEAR = 1628 lb.
Mot =Vtrans*ht* 1.15
=1628*143*1.15
= 269691 in.Ib.
Mst = (Wp+.85wDL) * d12
= ( 8800+.85 * 320) * 42/2-
190512 in.1b.
Puplift = 1 (Mot - Mst)/d
1885 lb. <- CRITICAL
TOPSHELFLOADED
SHEAR = 407 lb.
- Mot =Vtop*h*.i..15
=407 * 192 * 1.15
= 89897 in.Ib.
Mst = (Wp+wDL) * d/2
= ( 2200+.85 * 320) * 42/2
= 51912 in.Ib.
Puplift = 1 (Mot - Mst)/d
= 904 lb.
USE 2 ea. 1/2 x 3-1/2 MIN. EMBED. ANCHOR.
CAPACITY OF 1/2 x3-1/2 = 1496 lb. PULLOUT & 2447 lb. SHEAR
COMBINED STRESS =1S85 / 292 + 814 -1-4894 =0.80
COMBINED STRESS2 = 904 / 2992 + 203 / 4894 = 0.34
f: fSE I Z:M I :C::2
INC-
MATERIAL HANDLING ENGINEERING
TEL: (909)869-0989 • FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT. BREEZECOM
FOR CSGOODALE
SHEET NO. 14 OF_15
CALCULATED BY_ BOB S. DATE 11-09-2001
BASE PLATE :TYPE 1 -SiR
BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3. CRITERIA ABOVE.
Mbase = wbi "2/2 = bi "2/2t fa + fbi + .67fb2]
Mbase = 843.8 in-lb.
Pcol=4560lb. B=8 in. D=5 in.
Mb = 10509 in.lb. b = 3 in.
P/A = Pcol/(D*B) 114 psi.
WS =Mb/((D*BA2)/6) = 197.0 psi.
fb2 = 2b/B*fb = 123.1 psi.
fbi = fb-fb2 = 73.89 psi.
S base = 1 *A/ = 0.0234 jn."3
Fbase = .75fy * 1.33 36000 psi.
fb/Fb M base/(Sbase*F base) = .99
ANCHOR TENSION
Mo=0
T*d2=[Mbase pcol*b/2]
T = Mbaseld2 - Pcol*b12d2
T= 815 lb.
t=.375 in.
bi = 2.5 in.
faLl I 1 1 11 1
111
fb LLLLL'fbl
IMbase
_d2 d1
b bi
B
S:E MIC
MATERIAL'HANDLING ENGINEERING
TEL: (909)869-0989 9 FAX: (909)869-0981
161 ATLANTIC STREET • POMONA • CA 91768
PROJECT BREEZECOM -
FOR CS GOODALE
SHEET NO- 15 OF 15
CALCULATED BY BOB S. DATE 11-09-2001
SLAB AND SOIL :TYPEi -SIR
THE SLAB. WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IF WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
(a) PUNCTURE
Pmax=1.4 DEAD LOAD +1.7 LIVE LOAD
Pmax = 1.4 Pcol + 1.7 * (Mot/d)
= 17,300 lb.
Fpunct = 2*sqrt(f'c)= 126.5 psi.
Apunct = [(w+t/2)+(dit/2)]*2*t = 180.0 in.A2
fv/Fv = Pmax/(Apunct*Fpunct) = 0.76
(b) SLAB TENSION
Asoil = Pmax/(1 .33 * fsoil) = 12.98 ft.A2
= 1,868 in.A2
L = sqrt(Asoil) = 432 in.
B = sqrt(w*d)+t= 11.3 in.
b = (L-B)/2 = 16.0 in.
Mconc = wbA2/2 = (1 33*fSojl*bA2)/(1 44*2)
= 1,177.8 in.Ib.
Sconc = 1 *tA2/6 = 4.17 jA3
Fconc = 50 *sqrt(flc) = .284.60 psi.
fb/Fb = Mconc/(Sconc*Fconc) = 0.99
BASE PLATE
w=8in.
d = 5 in.
CONCRETE
t = 5 in.
f'c = 4000 psi.
SOIL
ft = 1000 psf.
ROCBAD _____
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